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07-1133 (SFD)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 c&ht 4 XP Qum& BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number:. 07-00001133 Owner: Property Address: 53025 AVENIDA VILLA DOUG BELKNAP APN: 774-063-013-1 -000000- P.O. BOX 297 Application description: DWELLING - SINGLE FAMILY DETACHED PALM DESERT, CA 92261 Property Zoning: COVE RESIDENTIAL Application valuation: 101875 Contractor: Applicant: Architect or Engineer: BELKNAP, DOUGLAS W P.O. BOX 297 PALM DESERT, CA 92261 (760)902-7444 Lic. No.: 205031 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B C36 C42 License No.: 205031 Datelb-470 `40-> Contractor: 02 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 155001.: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( I I am exempt under Sec. , B.&P.C. for this reason Date: Owner: 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.). Lender's Name: Lender's Address: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/18/07 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor -Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE. FUND Policy Number 1576785-2006 _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to became subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I sh- r hwith comply with those provisions. DatL. �-07 Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 1$100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Appliunlion is hereby made to the Director of Building and Safety for a permit Subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any•act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating t u ing construction, and hereby authorize representatives of this county to enter upon the above-mentioned op rt for inspect n p poses. Date:# tip'/ "0*7Signature (Applicant or Agentl. Application Number . . . . . 07-00001133 ------ Structure Information 1,601SF DWELLING/V-NR/RES-3 [CONY] ----- Other struct info . . . . . CODE EDITION 2001/2005 # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG 446.00 PATIO SQ FTG 117.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE 1601.00 ---------------------------------------------------------------------------- Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 646.50 Plan Check Fee 420.23' Issue Date . . Valuation . . . . 101875 Expiration Date 12/15/07 Qty Unit Charge Per Extension BASE FEE 639.50 2.00 3.5000 THOU BLDG 100,001-500,000 7.00 ---------------------------------------------------------------------------- Permit . . . ELEC-NEW RESIDENTIAL Additional desc . Permit Fee . . . . 86.95 Plan Check Fee . Issue Date . . . . Valuation . . . Expiration Date . . 12/15/07 21.74 0 Qty Unit Charge Per. Extension BASE FEE 15.00 1601.00 .0300 ELEC NEW RES - MULTI FAMILY 48.03 446.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 8.92 1.00 ---------------------------------------------------------------------------- 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 Permit . . . _MECHANICAL Additional desc . Permit Fee . . 71.00 Plan Check Fee 17.75 Issue Date Valuation . . . . 0 Expiration Date 12/15/07 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 1.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 16.50 3.00 6.5000 EA MECH VENT FAN 19.50 1.00 6.5000 EA MECH EXHAUST HOOD 6.50 LQPERNIIT Application Number . . . . . 07-00001133 Permit PLUMBING Additional desc . Permit Fee . . 134.25 Plan Check Fee 33.56 Issue Date Valuation . . . . 0 Expiration Date 12/15/07 Qty Unit Charge Per Extension BASE FEE .15.00 11.00 6.0000 EA PLB FIXTURE 66.00 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 5.00 .7500 EA PLB GAS PIPE >=5 3.75 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 1,601SF DWELLING/V-NR/RES-3 [CONVENTIONAL] 2001 CBC, CMC, CPC, 2004 CEC, 2005 ENERGY. THIS PERMIT DOES NOT INCLUDE BLOCKWALLS, POOL AND SPA, OR DRIVEWAY APPROACH. June 18, 2007 3:42:37 PM AORTEGA ----------------------------------------------------- ----------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 20.00 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 42.02 DIF FIRE PROTECTION -RES 140.00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 COVE PRECISE PLAN FEE 100.00 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1930.00 Fee summary Charged Paid Credited ---------------------------------------- Due ----------------- Permit F@�,. Total 938.70 .00 .00 .938.70 Plan Check Total 493.28 25u.uu .uu 243.28 Other Fee Total 4637.02 .00 .00 4637.02 Grand Total 6069.00 250.00 .00 5819.00 LQPERMIT Certificate of Occupancy T4&f 4 4QuArw Building & 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: 53-025 AVENIDA VILLA Use classification: SINGLE FAMILY DWELLING Occupancy Group: R-3 Owner of Building: DOUG BELKNAP t, A4%� Building Official Type of Construction: VN POST IN A CONSPICUOUS PLACE Building Permit No.: 07-1133 Land Use Zone: RC Address: P.O. BOX 297 City, ST, ZIP: PALM DESERT, CA 92261 By: KIRK KIRKLAND Date: DECEMBER 10, 2007 oaf" Building 53 Address Owner 7N A TAT P.O. BOX 1504 h, 1 l� 78-495 CALLE TAMPICO ava tf LA OUINTA. CALIFORNIA 92253 Addrreess s n/ n n - I Add (/ Ger[ CaZip 9ad6. Tq.w- _LIzIe I Address % CPaX.J11Zlp 7 �� ATe1.70.2- 79/-/'-/ Ll '"/ State Lic. City & Classif. o20503 I Lic. # �QQS Designer Address . A Tel. ; l/I,u 3tto Lic. # • LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than rive hundred dollars ($500). O 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 Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). 111, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) O 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance or a certified copy the o (Se 3800, Labs Code.) /� Policy No.-1.:%.%Company O Copy is filed with the city. O Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed i1 the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions or the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. 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 city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT e)-? 1/ 3-3 APPLICATION ONLY BUILDING: TYPE CONST., T-lazif OCC. GRP. A.P. Number 7 / 06 3 ,3 r Legal Description ��,V j^ � � ISO �O Project Description • Y.7S fie. V,� ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setbackfrom Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Sq. Ft. / D Size p No. / No. Dw. Stories ( Units / New Add ❑ Alter C Repair ❑ Demolition ❑ voll • ow is Estimated WFUation PERMIT AMOLINTvp Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure L -F-61 11 III I A APR PR yIN I AQ CITY OF LA Q LV TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setbackfrom Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Date 6/20/07 No. 29529 Owner Doug Belknap Address 53025 Avenida Villa City La Quinta Zip 92253 Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92.253 (760) 771-8515 APN # Jurisdiction Permit # Study Area No. of Units BERMUDA DUNES 1n RANCHOMIRAGE t7 t�A INDIAN WELLS PALM DESERT .y LA QUINTA �INDIO y^ O J 774-063-013 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 53025 Avenida Villa 1601 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 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: This certifies that school facility fees imposed pursuant to in the amount of $2.63 X 1,601 S.F. or $4,210.63 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 OC -Wells Fargo Bank, Doug Belknap Check No. 0737705670 Name on the check Telephone 760/902-7444 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Signature f/rcu Payment Recd a Barbuzza $4,210.63 �:Qver/Under: NOTICE: Pursuant to Government Code Section 66620(d)(1), this will serve to notify you that the 90 -day approval period in which you may 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 lQ� r RECt�ROJNJ� TIDEOIN NAI IC!`" �1- -;'17 ,I1 i.i=. If,1SUMANCE CO. INLAND EMPIRE D1V1510N RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: J.C. Belknap General Contractor 32 Cantino Arroyo Place Palm Desert, CA 92260 A.P.N.: 774-063-013-3 'PRA b: 020-015 03-025 -sap Iz6•-19✓f yr'-s.A DOC its 2004-0387032 07/29/2004 08:eOA Fee:7.00 Paye I of 1 Doe T Tax Paid Recorded in Official Records County of Riverside Gary L. Orso Assessor, County Clerk d Recorder 1111111111111111111111111111111111111111111111111111111 M $ U PAGE SIZE I DA I POOR /NOCOR I SMF MISC. A R L ICOPY LONG REFUND NCHG FxMI Order No.: 33261028 —0(f. GRANT DEED Escrow No.: 2-44212 THE UNDERSIGNED GRANTOR(s) DECLARE(s) THAT DOCUMENTARY TRANSFER TAX IS: COUNTY 110.00 [ X I computed on full value of property conveyed, or j[ j] computed on full value less value of liens or encumbrances remaining at time of sale, unincorporated area; [ ] City of La Quinta , and W FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acknowledged, Phyllis G. Stuchul, a single woman and Barbara J. Paumier, a single woman 9 \ N hereby GRANT(S) to J.C. Belknap General Contractor, a California General Partnership 'Yl the following described property in the City of La Quinta, County of Riverside State of California; R2 Lot 1, Block 206 of Santa Carmelita at Vale Quinta, Unit 20, as per map recorded in Book 19, Page 38 of Maps, in the Office of the County Recorder of Riverside County, California. -ilwa� fi AT, . Stuchul Document Date:" July 15, 2004 Barbara J. Pau �1-r STATE OF ) )SS _ COUNTY OF A'S1 40 ) Ong= JLL(4 before me, �,(� Q a Notary Public, personally ap aced11iS personally known to me r pro is ac ry evtffd to be the persogshoseztmo�ribed tot within instrument and acknowl ged to me that ey e e to orized capacitd tby a heir signatu (s) n the instrument the pers s) r the entity upon beha which the per s) ted, ex e instrument. WITNESS my trend and officia�`�r��"\+!J Signaturc_� A This area for official notarial seal. a LAURA A, MONTALVO Commisslon # 1379031 Notary Public — Califomlat Rlverslde County y COMM. FVIresOd& 2006 Mail Tax Statements to: SAME AS ABOVE or Address Noted Below RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: Douglas W. Belknap P.O. Box 297 Palm Desert, CA 92261 A.P.N. 774-063-013-3 TRA#:020-015 DOC # 2007-0273330 04/24/2007 08:00A Fee:7.00 Page 1 of 1 Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk & Recorder 11111111111111111111111111111111111111111111111111111 S R U PAGESIZE DA MISC LONG RFD COPY 3 M A L 465 42 PCO NCOR SMF NCHG EXAM INDIVIDUAL QUITCLAIM DEED C THE UNDERSIGNED GRANTOR(s) DECLARE(s) DOCUMENTARY TRANSFER TAX NONE 802 "No Consideration Transferred. This is a bonafide gift and the grantor received nothing in return." [x] computed on full value of property conveyed, or [ ] computed on full valueless value of liens or encumbrances remaining at time of sale, [ ] unincorporated area; [x] Cityof La uinta , and FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acknowledged: J.C. BELKNAP GENERAL CONTRACTOR, A California General Partnership hereby remise, release and forever quitclaim to: DOUGLAS,"W 'BELKNAIP,' Ari Unmarried Man ,b , a .j) the following described property_a t e Cifj o L Qu4q a,,,Couuty of Riverside, Sate of CaJifiirma; Lot 1, Block 206 of Santa Carmehta,,at Ole Unit 20a ,as pert map recorded m B,oak 19, Page 38 of Maps, in the Office of the Count Recor ��er&Vve de C nty, California. J.C. Belknap General ntratoT;xay�fo>ta eral Partnershili• Jac uelyndSelkno, Partner A -•i Document Date: ADril 19. 2007 STATE OF (ac.�i' fD r�Gt� )SS COUNTY OF Ri ►/�,/"�i��/ ) On j Z Ojo 7before me, TrQ l�� e a Notary Public, personally appeared persenaRy-knuW—n s me (or proved to me on the basbbf satisfactory evidence) to be the persogW whose name,(t) is✓ase subscribed to the within instrument and acknowledged to me that 1R/she toy executed the same in Ab/her/flab authorized capacity(aim) and that by li�rher/tkviP signature0f on the instrument the person(A) or the entity upon behalf of which the personal acted, executed the instrument. WITNESS my ha and official seal. _a Signature The area below is for official notarial seal. 0 �d TRACY A. THIEL � C-cMm. #1674632 o® NOTARY PUBLIC - CALIFORNIA -� RI4ERSIDE COUNTY n as COMM. EXPIRES JUNE 13, 2010 Mail Tax Statements to: SAME AS ABOVE or Address Noted Below This must be in red to be a "CERTIFIED COPY" I hereby certify the foregoing instrum?#t to stamp has been affixed consisting GOVr1TY CL r wh=pages of to be a full, true and correct copy of the original onfile and of record.in my office. � w wk y Assessor - County Clerk - Recorder v County of Riverside, $fate of California Dated: APR 14 200.7 Certification must be in red to be a "CERTIFIED COPY" TITLE 24 REPORT Title 24 Report for: BELKNAP CONSTRUCTION 1604 SQ. FT. LA QUINTA, CA Project Designer: BELKNAP CONSTRUCTION CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION r-'an-M: F-Mlo LA QUINTA, CA Report Prepared By: ADRIANA GIL AdrianiiGil 74-854 Velie Way Ste. #8 Palm Desert, CA 92260 (760) 404-7917 Job Number: ADY416-0306 Date: 5/29/2007 JUN 05 2007 �UI The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Builcing Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: ADY416-0306 User Number: 5553 I I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary Form WS -5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary '1 2 3 7 9 10 Certificate Of Compliance : Residential (Fart 1 of 4) CF -1 R -BEL KNAP CON.S_T_R.U_C_T_I.ON 512.912.00.7 Project Title Date -160_4_SQ...F_T_.-LA Q_U_I.NTA Project Address Building Permit # _Adr_iana_G.il (760) 404-7917 Documentation Author Telephone Plan Check/Date Ener_g_y_P_r_o CA Climate Zone 1-5 Field Check/Date Compliance Method Climate Zone TDV Standard Facing Facing Facing Facing (kBtu/sf-yr) Design Space Heating 1.80 Space Cooling 60.36 Fans 8.59 Domestic Hot Water 13.10 Pumps 0.00 West Margin 1.81 -0.01 54.57 5.78 8.98 -0.39 11.55 1.55 0.00 0.00 Totals 83.85 76.85 7.00 76.83 7.02 77.98 5.87 76.92 6.93 Percent better than Standard: 8.4% 8.4% 7.0% 8.3% Building Type: [X-] Single Family ❑ Addition Total Conditioned Floor Area: 1,601 ft 2 Type ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: All Four Orientations Raised Floor Area: 0 ft2 Fuel Type: 1,593- Natural Gas Slab on Grade Area: 1,601 ft2 Fenestration: Wall- Average Ceiling Height: 12.5 ft Area: 198 ft 2 Avg. U: 0.34 Number of Dwelling Units: 1.00 Ratio: 12.4% Avg. SHGC: 0.28 Number of Stories: 1 BUILDING ZONE INFORMATION -0--90 # of Thermostat Vent Zone Name Floor Area Volume_ Units Zone Type Hgt. Area -HVAC-Split-System 1,601 -20,01.6 _ _Type 1-.00- Conditioned- -Setback- 2 -n/a OPAQUE SURFACES 1 New New Insulation Act. New _28=A4 Type Frame Area U -Fac. Cay. Cont. Azm. Tilt -Roof-Wood- _09=A3 1,593- _0.025_ -R=38_ _R=0.0_ _9.0__30 Wall- Wood- 400_ _0.0.7-4--R-1.3__R-4.5_ 0.90 -D.onr None 20_ _0.500_ -None_ _R=0.0_ -0--90 _D.00r None 1.8_ -0.500. _None_ _R=0..0_ 0__90 Wall_ W00d_ 5.9.7_ 0.07-4_ _R_1.3 -_R=4..5_ _90-90 Wall- Wood- 401 _0.0.74_ -R-1.3_ _R_-4.5_ 1.80__90 Wall- Wood- 539_ _0_0.74_ -R-1.3_ _R-4-5_ -27.0__90 Gains Y / N JA IV Reference Location / Comments L 0 LJ 1 New New _ _01-A1.8 _09=A3 -W-hole-House- hole-House_❑New Whole -House New _28=A4 -W-hole-House New 28=A4 -Whole-House New .09=A3 Who.le_House ❑u New _09=A3 Whole -House New _09=A3 Whole -House F-1 El H EnergyPro 4.3 by EnergySoft User Number: 5553 Job Number: ADY416-0306 Paae3 of 10 1 Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R BELKNAP CONSTRUCTION_ _ 1. 5/29/2007 Project Title window _ Date Left Fin Right Fin FENESTRATION SURFACES Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00_ True Cond. Location/ # Type 2 Area U -Factor' SHGCZ Azm. Tilt Stat. Glazing Type Comments _L -Sky-light-Left-fl- 3 4-0_ _0.3.4.0_NERC_0.28 _NERC. - -9.0- _3.0_ New B.E_TTER_B.UILT_Vinyl-low_E - W -hole -House -2 Skylight Left (E)_ 4.0 0.340 NFRC 0_28 NFRC 90 30 New BETTER BUILTVinyl low E Whole House 3 Window Front (N)_ 25.0 0.340 NFRC 0_28 NFRC 0 90 New BETTER BUILT Vinyl low E Whole House 4 Window Left (E)_ 2.6 0.650 NFRC 0_48 NFRC 90 90 New WECK, GLASS BLOCK 8x8x4 Whole House 5 Window Left (E)_ 20.0 0.340 NFRC 0_28 NFRC 90 90 New BETTER BUILT Vinyl low E Whole House 6 Window Rear (a)_ 20.0 0.340 NFRC 0.28 NFRC 180 90 New BETTER BUILT Vinyl low E Whole House 7 Window Rear O_ 6.0 0. NFRC 0_28 NFRC 180 90 New BETTER BUILT Vinyl low E Whole House 8 Window Rear (S) 2.2 0.340 NFRC 0.28 NFRC 180 90 New BETTER BUILT Vinyl low E Whole House 9 Window Rear (S)_33 3 0 340 NFRC _QZ8 NFRC 180 90 New BETTER BUILT Viny_I low E Whole House _1.0.Window 0.1 Rig -ht -(W)- 20 0 0 340 NFRC 0.28 NFRC 270 90 New BETTER BUILT Vinyl low E Whole House 11 Window Right (W)- 7.5 0.340 NFRC 0_28 NFRC 270 90 New BETTER BUILT Vinyl low E Whole House 12 Window Right (W)- 33.3 0.340 NFRC 0.28 NFRC 270 90 New BETTER BUILT Vinyl low E Whole House 13 Window Right_(.W)_ -20.0 0:3_40 NERC -0., 28 -N ERC _2.7.0_ _90 N.ew _RE_TTER_BUILT_V_inyl-Low E Whobe-House- eHouse 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 11613. INTERIOR AND EXTERIOR SHADING window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00_ 2 None 1.00 3 Bug Screen 0.76 5.0 5.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 0.7 4.0 2.0 --Q-1 2.0 2.0 5 Bug Screen 0.76 4.0 5.0 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 4.0 5_0 2.0 0 1 2.0 2.0 7 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 8 Bug Screen 0.76 1.5 1.5 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 6.7 5.0 2.0 0.1 2.0 2.0 10 Bug Screen 0.76 4.0 5.0 2.0 0.1 2.0 2.0 11 Bug Screen 0.76 5.0 1.5 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 6.7 5.0 2.0 0.1 2.0 2.0 13 Bug Screen 0.76 5.0 4.0 2.0 0.1 2.0 2.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 173 None No Insulation 26-A1 New Whole House Run Initiation Time: 05/29107 20:32:55 Run Code: 1180495975 EnergyPro 4.3 by EnergySoft User Number: 5553 Job Number: ADY416-0306 Page:4 of 10 Certificate Of Compliance: Residential (Part 3 of 4) CF -1 R BELKNAP CONSTRUCTION 5/29/2007 Project Title Dste HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC Split System Central Furnace 80% AFUE Split Air Conditioner 13.0 SEEP. New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC Split System Ducted Ducted Attic 6.0 New No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Standard Gas 50 gal or Less Small Gas No Pipe Insulation 1 40,000 50 New 0.65 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ftL Add 1/2" Control # HP Type In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual w[h overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TX's, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: BELKNAP CONSTRUCTION Address: LA QUINTA, CA Telepho 9�i iVyC/ Lic. #: a� (signa — - - (date) Enforcement Agency Name: Title/Firm: Address: Telephone: (signature) (date) Documentation Author Name: ADRIANA GIL Title/Firm: Adriana Gil Address: 74-854 Velie Way Ste. #S Palm Desert, CA 92260 Telephone: (6 04-7917 i (signature (date) 3 } k 1 Certificate Of Compliance: Residential (Part 4 of 4) CF -1 R BELKNAP CONSTRUCTION 5/29/2007 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. 'The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies iaseu ori tile auequacy of fne specrai /usuncauon anu aocumentation suomiaeo. Plan Field Compliance using the Four Cardinal Orientation approach has been used. Project can be built in any Orientation. The Roof "R-38 Roof (R.38.2x14.24)" includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residertial Manual. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a U me Plan The HVAC System Split ystem incorporates a HERS verified Refrigerant Charge test or a HERS verified—hermostatic Expansion Valve. The Cooling System "York H4DH048/P4HUB16L064 U&H" includes credit for a 11.5 EER Condenser. A certified H -:--RS rater must field verify the installation of the correct Condenser. Mu" initiation lime: uaizyfuf [u:1$z:55 Kun code: 11BU495975 EnergyPro 4.3 by EnergySoftUser Number: 5553 Job Number: ADY416-0306 Paae:6 of 10 Mandatory Measures Summary: 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. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications kr the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included witi the permit application documentation. N/A DESIGNER ENFORCE - MENT Building Envelope Measures ❑ 0 ❑ § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ *§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). ❑ ❑X ❑ *§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: ❑ o ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ 0 ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑X ❑ § 150(g): Vapor barriers, mandatory in Climate Zones 14 and 16 only. ❑ ❑X ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapo- ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ElElCF-6R Form: ❑ ❑ ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑X ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ o ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulatior ❑ ❑X ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑X ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.3 by EnergySoft User Number: 5553 Job Number: ADY416-0306 Page:7 of 10 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑X❑ ❑ 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 ❑ X❑ ❑ duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. ❑ © ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ X❑ ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: 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 fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ rX_1 ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ X❑ ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ X❑ ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms,garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ X❑ ❑ controlled by an occupant sensor that complies with Section 1�19(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ X ❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the❑ X❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 5553 Job Number: ADY416-0306 Page:8 of 10 Residential Kitchen Liqhting Worksheet WS -5R BELKNAP CONSTRUCTION 5/29/2007 Project Title DEte At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts U 24w/27w Fluorescent Twin Elec Yes X No 21.0 x 4 = 84 or 75w Recessed Incandescent Yes I No X 75.0 x 1 = or 75 Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No I x = or Yes I No x = or Yes I No x = or Yes I No x = or Yes I No x = or Yes No x = or Yes No x = or YesNo x = or Yes No x = or Total A: 84 B: 75 COMPLIES IF A >_ B YES LXJ NO" EnergyPro 4.3 by EnergySoft User Number: 5553 Job Number: ADY416-0306 Page:9 of 10 JHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE BELKNAP CONSTRUCTION 5/29/2007 SYSTEM NAME FLOOR AREA HVAC Split System 1,601 Number of Systems 1 Heating System Output per System 64,000 Total Output (Btuh) 64,000 Output (Btuh/sgft) 40.0 Cooling System Output per System 48,000 Total Output (Btuh) 48,000 Total Output (Tons) 4.0 Total Output (Btuhlsgft) 30.0 Total Output (sgft/Ton) 1 400.3 Air System --� CFM per System 1,600 Airflow (cfm) 1,600 Airflow (cfm/sgft) 1.00 Airflow (cfm/Ton) 400.01 Outside Air (%) 0.0 Outside Air (cfmisgft) 0.001 Note: Note: values above given at ARI conditions LOAD Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK ICOILHTG.PEAK C lel Latent 1CFM1 Sensible 24,213 2,920 29,318 York H4DH048/P4HUB16L064 U&H 37,200 4,446 64,000 I Total Adjusted System Output (Adjusted for Peak Design Conditions) ! 37,200 4,446 1 64,000 TIME OF SYSTEM PEAK Aug 2 pm l Jan 12 am. EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 68.4 OF 68.4 OF 106.0 OF O Supply Air Ducts Outside Air 0 cfm Supply Fan Heating Coil 104.3 OF 1600 cfm ROOMS 68.4 OF 70.0 °F �% Return Air Ducts `{ (COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) 111.0 / 77.6 OF 310 y Outside Air 0 cfm 77.6/63.2 °F 77.6 / 63.2 OF 77.6 / 63.2 °F. 55.7 / 54.6 OF � S I Supply Fan Cooling Coil 1600 cfm Return Air Ducts upp y Alr Ducts 57.3 / 55.2 of 47.7% R.H. ROOMS 76.0 / 62.6 of EnergyPro 4.3 by Energysoft User Number: 5553 -- Job Number: ADY416-0306 Page: 10 of 10 1, II RUSSWORKS A Company You Can Truss! MAIN OFFICE 75-110 ST. CHARLES PLACE SUITE 11A PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341.-2293 MORONGO BASIN SALES OFFICE 56592 29 PALMS HWY. SUITE C YUCCA VALLEY, CA. 92284 PHONE: 760-369-3131 FAX: 760-369-2828 MANUFACTURING YARD: 55755 TYLER STREET THERMAL, CA. 92274 FAX: 760-399-9786 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA BY.&- J ,oe No.: �c1 (D3t) kC�) NAME: PROJECT: DTUOd'U I � \\�\ JUN 0 5 2007 I �\' N �lopSp�OV,�`SES�r'c1E�-�6,�p SS�pNA N�NP� \NO�a`O�Q OPS ,SPG Rte\ 00 rcQP�t��c°N``fOJ1�x��80 �OSSrPV'gpFaSG �� O ��MS � �1N�Y`n�a `ta��p� S�pt�P �P SS �V� �s� �aF 4�Z NSG NQS GNP�'pF� cPP0 1,ONZUP��°*°Eck 5°�5 PNOCl�I,�y3� SGNJ(N�pAO, .ME �N�pE OOY pGr~� vr% 'fp .� DJ2 1 DJ yy v 1o�S,1p1� C DJ2 SE rQ• �s S'TAiE OF ")9 SA cc :SA S 2) M 52 GG W W W W W W W W 01# Phone (760) 341-2232G E \ H I P SALES REP : JEFF WO# PD03010 Fax # (760) 341-2293 DUE DATE Q a D L D O U G B E L K N A P DSGNR/CHKR : JEFF / JEFF Date 5/23/2007 9:43 TRUSS WORKS 53400 AVE. DIAZ TC Live 16.00 psf DurFac-Lbr 1.25 TC Dead 19.00 psf DurFac-Plt 1.25 A Company You Can Truss! LA QUINTA BC Live 0.00 psf O.C. Spacing : 24.0 75-110 St. Charles pl. ste-11A BC Dead 7.00 psf Code : UBC -97 Palm Desert, CA_ 92211Total 37.00 psf #Tr/#Cfg : 59 / 26 j NATIONAL INSPECTION ASSOCIATION, INC. •- –NIA —e Quality Systems Management, Inc. � S National Testing, Inc. Oris-ination Date: 07-2003 Revision No. C Accredited Quality Assurance / Control Agency XAS AA -583 AF ` 13 Metal Plate Connected Wood :Truss � Non Listed Fabricator's Audit Repos Number: A 1867 I Audit Date/Arrive/Depart:_�1 19—qj� 6U'15///�'ad %/ Fabricator's Name: �g(.ZS� o Location: Ewmg_��_�A Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes / No Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Yes ! No Has the QSM been reviewed within a twelve month period?....................................................... Yes z/ No Are materials used in Production per National Standards & Engineers Specifications? .............. Yes _� No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes No Are In -House Quality Control Inspections being conducted per National Standards? ................. Yes ✓ No Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Yes No Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes ✓ No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes ,l No r Have any Corrective Action Requests, ''CAR", been issued during this Audit? ............................ Yes No Product Check CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade �p Is There Product Tractability ,tel Per AC -98 Joint Accuracy is within 1/8" Any "CAR" Reports From Last Audit // Per AC -98 Plate Placement t/ Per AC -98 ANSI /TPI 2002 Plate Size n Any Test / cleasuring Equipment That Requires Calibration ICC ES 112"e Q Plate to Wood Tolerance is within 1/32" Label legibility - Labels on Site - Stamps ZL.abels f CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process I/ Per AC -98 Any Test Performed or Witnessed v Per AC -98 Is There Product Tractability ,tel Per AC -98 Any "CAR" Reports From Last Audit // Per AC -98 Any Shut Downs or Disruptions In Production t/ Per AC -98 Any Samples T.:ken Per AC -98 Any Test / cleasuring Equipment That Requires Calibration y Per AC -98 Does the Final Product meet UBC / IBC and National Standards? Required Signatures Fabricator Q.C. Supervisor Auditor for National I�spection Association P.O. Box 3426 Gillette, Wyozrti,zo 82777-3426 'C—/Hail: A1IAgillette@vcn.Corti Cellular Plzorze: (307) 689-5977 Page 011.0 of 71vo (307) 685-6331 Office (307) 685-63.31 Fax 7rT 7C77T r`4 -,r1/ 1t-AJV7U1 11;%0vvn1ACrn\li rT •nT nnn�. �A". - NATIONAL INSPECTION ASSOCIATION, INC. — �—L Quality Systems Management, IIZC. National Testing, Inc. t Origiutafion Datc: 07-2003 Revision No. C AF x`14 Report Number: 1062 FINDINGS: Number of "Correction Action Requests" Issued: / /one _ It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: -7-0�, It was found that: There ( Was / a No ) changes to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Have ) proper equipment for the proper shipping and delivery of trusses. Product Review: Roof Trusses: 12 R -2 1 :2 e -a 10_a Floor Trusses: 1,36 )� ; Trusses that were Reviewed, ( Meet 014ZWed7Do Not Meet ) the Requirements of the U.B.C. Code, the I.B.C. Code, the I.R.C. Code, the ANSI ational Standards and the Engineers Specifications. Comments: Gillette, Wyoming 82 71 7-342 6 Cellular Phone: (307) 689-5977 Page 71vo of Two L✓vii WJ-V✓JL V�14 f: (307) 685-6331 Fax 7i7 7c77Tctioi IFlL,IW1 W1o1C`A1 r4nMQQn)41 bT :OT 0007– 16-1. i, udZior for National Inspection Association / Quality Systems Management I nn n— 2A04 r. a,r,.:?. rrrA._:n .._n..._._ _ Gillette, Wyoming 82 71 7-342 6 Cellular Phone: (307) 689-5977 Page 71vo of Two L✓vii WJ-V✓JL V�14 f: (307) 685-6331 Fax 7i7 7c77Tctioi IFlL,IW1 W1o1C`A1 r4nMQQn)41 bT :OT 0007– 16-1. i, Job Name: GE\HIP Truss ID: A Qty: 1 Drwg: TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E GBL ELK 2x4 HF STUD Loaded for 10 PSF non -concurrent BCLL T 4-4-12 1 =0-3-15 TYPICAL PLATE: 1.5-3 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 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 16 psf live load and 14 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 6311intervals. 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 art.inn to reaint. dianhranm "naris. TlTT4-2 T4-21T�P odj6eLu _'�cm1<6 — 4-2-8 24-5-0 12-2-8 I 12-2-8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 4.00 -4.00 4-4 1==1 -16=01 24-5-0 16 17 18 19 20 21 22 23 24 26 26 27 28 29 30 4-2� icp;t%T�J�T- mmmtP`P�`P%m Wm 4-2-8 4-2.8 Tj 4V1div1�y1=v 7 41 c6 24-5-0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 24.42 ft Mean roof height = 11.20 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf Joint Locations 1 0- 0- 0 16 0- 0- 0 2 4- 2- 8 17 4- 2- 8 3 5- 6- 8 18 5- 6- 8 4 6-10- B 19 6-10- 8 5 8- 2- 8 20 8- 2- 8 6 9- 6- 8 21 9- 6- 8 7 10-10- 8 22 10-10- 8 8 12- 2- 8 23 12- 2- 8 9 13- 6- 8 24 13- 6- 8 10 14-10- 8 25 14-10- 8 11 16- 2- 8 26 16- 2- 8 12 17- 6- 8 27 17- 6- 8 13 18-10- 8 28 18-10- 8 14 20- 2- 8 29 20- 2- 8 15 24- 5- 0 30 24- 5- 0 T 4-10.6 SHIP =0-3-151 OVER CONTINUOUS SUPPORT 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. 5/23/2007 Scale: 5/32" = V ® TRUSSWORKS WARNING Read all notes on this sheet and give a.copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. 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 Eng. Job: EJ. Chk: JEFF Ds nr: JEFF 9 w0: PD03010 TC Live 16.00 psf DurFacs L=1.25 P=1.25 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 p y 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 14.00 psf Rep Mbr Bnd 1.15 Charlesste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. 9pl. Palm Desert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANSI/TPI ' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 1% WTCA 1- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI( is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: Al Qty: 2 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1015 3.50 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 24- 3- 4 1015 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone on the truss material at each bearing DurFacs L=1.25 P=1.25 Hurricane/Ocean Line = No , Exp Category = C 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 Company You Can Trussl Bldg Length = 40.00 ft, Bldg Width = 24.42 ft TC FORCE AXL BND CSI Mean roof height = 11.20 ft, mph = 70 1-2 -3784 0.21 0.41 0.62 TC Dead 14.00 psf UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -2744 0.08 0.19 0.27 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf 3-4 -2744 0.08 0.19 0.27 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING 4-5 -3784 0.21 0.41 0.62 Design Spec UBC -97 Phone (760) 341-2232 BC FORCE AXL BND CSI 6-7 3592 0.53 0.16 0.69 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.. TOTAL 37.00 psf 7-8 3584 0.53 0.10 0.64 8-9 3584 0.53 0.10 0.64 9-10 3592 0.53 0.16 0.69 WEB FORCE CSI WEB FORCE CSI 1_1 RA n n'1 4-8 -970 0.57 2-8 -970 0.57 4-9 86 0.03 �3-8 1394 0.48 MAX DEFLECTSb41 (span) L/937 MEM 7-8 (LIVE) LC 1 L= -0.31" D= -0.42" T= -0.72" T 4-4-12 T =-0-3-15 B1 W:308 R:1015 u: Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6-11- 2 7 6-11- 2 3 12- 2- 8 8 12- 2- 8 6-11-2 5-3-6 5-3-6 6-11- 4 17- 5-14 9 17- 5-14 2 � -� 1 5 24- 5- 0 10 24- 5- 0 6-11-2 12-2-8 17-5-14 24-5-0 12-2-8 I 12-2-8 i 1 2 3 4 5 4.00 -4.00 4-4 2.00 B2 W:308 1-2.00 u:1015 6-0 11-11-0 6-0 v 24-9-0 11-11.0+.o 6 7 10 i cc 66-1� 5-35-3 6 5-35-3_ 6 66-11 6-11-2 12-2-8 17-5-14 24-6-0 y 01. �P 5/23/2007 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: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 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 A p y 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 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.. TOTAL 37.00 psf Seqn T6.5.52 - . 0 Job Name:.GEXHIP Truss ID: B Qty: 1 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650E-1. SE 1 0- 1-12 1405 3.50" 2.01" 2x4 SPF 210OF-1.8E 2-4, 4-6 2 34-10- 4 1405 3.50" 2.01" BC 2x4. SPF 2100F-1.BE BRG REQUIREMENTSshown are based ONLYFILL CHD 2x4 SPF 1650F -1.5E on the truss material at each bearingWEB 2x4 HF STUD GBL BLK 2x4 HF STUD TC FORCE AXL BND CSI Gable verticals are 2x 4 web material spaced 1-2 -5995 0.47 0.40 0.86 at 16.0 " o.c. unless noted otherwise. 2-3 -5520 0.37 0.39 0.76 Top chord supports 24.0 " of uniform load 3-4 -3982 0.11 0.18 0.29 at 16 psf live load and 14 psf dead load. 4-5 -3982 0.11 0.18 0.29 - Additional design considerations may be 5-6 -5520 0.37 0.39 0.76 required if sheathing is attached. 6-7 -5995 0.47 0.40 0.86 (+] indicates the requirement for lateral bracing (designed by others) perpendicular BC FORCE AXL BND CSI to the plane of the member at 6311intervals. B-9 5714 0.55 0.14 0.70 Bracing is a result of wind load applied 9-10 4839 0.47 0.14 0.60 to member.(Combination axial plus bending). 10-11 4838 0.47 0.14 0.60 This truss requires adequate sheathing, as 11-12 5714 0.55 0.14 0.70 designed by others, applied to the truss g.Ge providing lateral support for webs in WEB FORCE CSI WEB FORCE CSI tge truss plane and creatiaq 9AAaf Wall -.2-9 -455 0.11 5-10 -1059 0.62 action to resist diaphragm loads. 3-9 565 0.20 5-11 565 0.20 3-10 -1059 0.62 6-11 -455 0.11 4-10 2200 0.76 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BOLL. Unrestrained horiz. LL deflection = 0.30 " + + + + + + + + + + + + + + + + + + + + + + This design based on chord bracing applied per the following schedule: max o.c. from to BC 120.00" 24- 1- 8 34- 8- 8 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No_--, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/663 MEM 10-11 (LIVE) LC 1 L= -0.63" D= -0.86" T= -1.49" Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 5-13 9 9- 3-10 4 17- 6- 0 10 17- 6- 0 5 22- 6- 3 11 25- 8- 6 6 28- 3- 2 12 35- 0- 0 6-8-14 5-9_0 5-0-3 5-0-3 i 5-9-0 6-8-14� 6-8-14 12-5-13 17-6-0 22-6-3 28-3-2 35-0-0 17-6-0 17-6-0 1 2 3 4 5 6 7 4.00 -4 00 R4-6 T 3.4 3-4 T 6-1-15 5-5 5 5 3 4 6 7I SHIP x 3.12 3 a 2 0.7 3.12 = +� 1 0115 620315 W:308 10-7-0 W:308 Iv.Cii��l R:1405 2.00 I -21 00 R:1405 ' 8 9 10 11 12' 9 826 8 9-3-10 9-3-10 17-6-0 25-8-6 35-0-0 TYPICAL PLATE: 1.5-3 sr�TE C 5/23/2007 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: 3/32" = 1' ® T R U S S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. 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 Eng. Job: EJ. Chk: JEFF Dsgnr: JEFF WO: PD03010 TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! p y 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: *Joint and Cuffing Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 ANSIITPI 1'. VJTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 lJob Name: GE\HIP Truss ID: B1 Qty: 10 Drwg: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 210OF-1.BE 1 0- 1-12 1494 3.50" 2.14" 2x4 SPF 1650F-1. 5E 6-7 .2 34-10- 4 1468 3.50" 2.10" BC 2x4 SPF 210OF-1.BE tRG REQUIREMENTS shown are based ONLYWEB 2x4 HF STUD on the truss material at each bearing+ + + + + '+ + + + + + + + + + + + + + + + + Unrestrained horiz. LL deflection = 0.32 " TC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + 1-2 -6489 0.42 0.35 0.77 2-3 -6034 0.44 0.50 0.94 3-4 -4375 0.13 0.22 0.35 4-5 -4369 0.13 0.20 0.33 5-6 -5882 0.43 0.50 0.93 6-7 -6347 0.51 0.47 0.98 BC FORCE AXL BND CSI 8-9 6185 0.60 0.17 0.77 9-10 5360 0.52 0.16 0.68 10-11 5198 0.50 0.17 0.67 11-12 6050 0.58 0.17 0.75 WEB FORCE CSI WEB FORCE CSI .2-9 -431 0.10 5-10 -1045 0.61 3-9 532 0.18 5-11 + 551 0.19 3-10 -1209 0.71 6-11 -442 0.11 4-10 2379 0.82 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Permanent bracing is required'(by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert ' 74.00 - 1- 6- 0 74.00 0- 0- 0 0.4 TC Vert 60.00 0- 0- 0 60.00 35- 0- 0 0.5 TC Vert 74.00 35- 0- 0 74.00 36- 6- 0 0.4 BC Vert 14.00 0- 0- 0 14.00 35- 0- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 75.0 12- 6- 0 0.43 TC Vert 75.0 16- 6- 0 0.43 TC Vert 0.0 34-10- 4 1.00 MAX bEPLECTION (spin) ! L/621 MEM 10-11 (LIVE) LC 1 L= -0.67" D= -0.91" T= -1.58" Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 5-13 9 9- 3-10 4 17- 6- 0 10 17- 6- 0 5 22- 6- 3 11 25- 8- 6 6 28- 3- 2 12 35- 0- 0 ov� - 5/23/2007 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: 3132" = 1' 6-8-14 , 5-9-0 5-0-3 5-0-3 5-9-0 6 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 6-8-14 12-5-13 17-6-0 22-6-3 28-3-2 35-0-0 Dsgnr: JEFF 17-6-0 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 17-6-0 DurFacs L=1.25 P=1.25 T R U S S W O R KS 1 2 3 14 5 6 00 7 p youan noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 4.00 12-0 75 5-5 -4 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf P O.C.$ acin 2- 0- 0 P g 75f11Y 3-4 and brace this truss in accordance with the fallowing smndards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING INFORMATION' 3-4 Design Spec UBC -97 T 6-1-15 5-5 5-5 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. 6-7-11 = 3-12 1 3-4 2 0 7 3-4 4-10 = I SHIP 0-38* 1308 49 B2 0-3-151 �p U 13468 lu`�iy�rfC>, U 0-33,,-6 2 00 I 21 00 0- Q�Q GARC� 1: 6 -LF ' 17-2-8 30-0 1711R -8 6-Q g't�t' g0' y0 8 9 93� 10 82=6 82_6 12' 9-3-10 a Qv ri�1j�J 9-3-10 17-" 25-8-6 35-0-0 = OV NM20fl V MAX bEPLECTION (spin) ! L/621 MEM 10-11 (LIVE) LC 1 L= -0.67" D= -0.91" T= -1.58" Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 5-13 9 9- 3-10 4 17- 6- 0 10 17- 6- 0 5 22- 6- 3 11 25- 8- 6 6 28- 3- 2 12 35- 0- 0 ov� - 5/23/2007 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng: Job: EJ. WO: PD03010 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 YCTrussl 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 p youan 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 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles 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 BC Live 0.00 psf P O.C.$ acin 2- 0- 0 P g pl. Palm Desert, CA. 92211 and brace this truss in accordance with the fallowing smndards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING INFORMATION' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 587 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: B2 Qty: 4 Drwq: ERG. X -LOC REACT SIZE REQ'D TC 2x4 SPF 210OF-1.BE 1 0- 1-12 1554 3.50" 2.23" 2x4 SPF 165OF-1. 5E 6-7 2 34-10- 4 1406 3.50" 2.02" BC 2x4 SPF 210OF-1.HE BRG REQUIREMENTS shown are based ONLYWEB 2x4 HF STUD on the truss material at each bearing+ + + + + + + + + + + + + + + + + + + + + + Unrestrained horiz. LL deflection = 0.30 " TC FORCE AXL END CSI + + + + + + + + + + + + + + + + + + + + + + 1-2 -6002 0.37 0.29 0.66 2-3 -5529 0.37 0.40 0.77 3-4 -3989 0.11 0.18 0.29 4-5 -3989 0.11 0.18 0.29 5-6 -5527 0.37 0.39 0.77 6-7 -6001 0.47 0.40 0.86 BC FORCE AXL END CSI 8-9 5721 0.55 0.14 0.69 9-10 4846 0.47 0.13 0.60 10-11 4845 0.47 0.14 0.60 11-12 5720 0.55 0.14 0.70 wea f6kdl! MY WE9 FORCE I:91 -2-9 -454 0.11 5-10 -1059 0.62 3-9 566 0.20 5-11 565 0.20 3-10 -1061 0.62 6-11 -454 0.11 4-10 2203 0.76 Plating spec : ANSI/TPI - 1995 This truss is designed using the THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone. Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 UBC Special Occupancy; Dead Load = 21.0 psf MAX DEFLECTION (span) : L/671 MEM 10-11 (LIVE) LC 1 L= -0.62" D= -0.85" T= -1.47" Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 5-13 9 9- 3-10 4 17- 6- 0 10 17- 6- 0 5 22- 6- 3 11 25- 8- 6 6 28- 3- 2 12 35- 0- 0 v � gg� a G>> V Np• 1,20p1 gods°P� i of 5/23/2007 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: 3132" = 1' 6-8-14 5-9-0 5-0-3 5-0-3 5-9-0 6-814 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer 6-8-14 12-5-13 17-6-0 22-6-3 28-3-2 35-M Dsgnr: JEFF . 17-6-0 i 17-6-0 DurFacs L=1.25 P=1.25 T R U S S WO R KS 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 1 2 3 4 5 6 7 an p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 4.00 Rep Mbr Bnd 1.15 -4.00 environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. PalmDesertCA. 92211 Desert, R4-6 BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 T3-4 3-4 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. T 6-1-15 5-5 7-3-11 1 = 3-12 3-4 2- 0-7 �3-45�� = SHIP 0-3-1561 B2 0-3-15 W:308 W:308 11:1554 R:1406 u: 2 00I -21 00 U: 0- 8 0- 88 IC 17"2"8 3-6-0 17-2-8 /� f=r 35:6-0 1�_�_a 8 9 10 11 12 9-3"10 8-2-6 8-2-6 9-310 9-3-10 17-6-0 25-8-6 35-0-0 MAX DEFLECTION (span) : L/671 MEM 10-11 (LIVE) LC 1 L= -0.62" D= -0.85" T= -1.47" Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 5-13 9 9- 3-10 4 17- 6- 0 10 17- 6- 0 5 22- 6- 3 11 25- 8- 6 6 28- 3- 2 12 35- 0- 0 v � gg� a G>> V Np• 1,20p1 gods°P� i of 5/23/2007 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: PD03010 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF . are 10 be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS 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 Com You Can TrussI 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 an p y 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 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI[TPI 'BUILDING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GEMP Truss ID: B3 Qty: 4 Drwg: BRG X -LOC REACT Size REQ'D TC 2x4 SPF 1650F-1. 5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1405 3.50" 2.01^ 2x4 SPF 210OF-1.8E 2-4, 4-6. THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 34-10- 4 1405 3.50" 2.01" BC 2x4 SPF 210OF-1.8E MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 $RG REQUIREMENTS shown are based ONLYWEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone on the truss material at each bearing+ + + + + + + + + + + + + + + + + + + + + + Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C Unrestrained horiz. LL deflection = 0.30 " Bldg Length = 40.00 ft, Bldg Width = 35.00 ft TC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + Mean roof height = 12.08 ft, mph = 70 1-2 -5995 0.47 0.40 0.86 UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -5520 0.37 0.39 0.76 3-4 -3982 0.11 0.18 0.29 ' 4-5 -3982 0.11 0.18 0.29 5-6 -5520 0.37 0.39 0.76 6-7 -5995 0.47 0.40 0.86 BC FORCE AXL BND CSI 8-9 5714 0.55 0.14 0.70 9-10 4839 0.47 0.14 0.60 10-11 4839 0.,47 0.14 0.60 11-12 5714 0.55 0.14 0.70 ' WEB FORCE CSL NEB FORCE CSI .2-9 -455 0.11 5-10 -1059 0.62 MAX DEFLECTION (span) 3-9 565 0.20 5-11 565 0.20 L/663 MEM 10-11 (LIVE) LC 1 3-10 -1059 0.62 6-11 -455 0.11 L= -0.63" 'D= -0.86" T= -1.49" 4-10 2200 0.76 Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 5-13 9 9- 3-10 4 17- 6- 0 10 17- 6- 0 5 22- 6- 3 11 25- 8- 6 6 28- 3- 2 12 35- 0- 0 6-8-141 5-9=0� 5-0-3 6-0-3 5-9-0 6 5-8-14 12-5-13 17-6-0 22-6-3 28-3-2 35-0-0 17-6-0 17-6-0 1 2 3 4 5 6 7 4.00 -4.00 R4-6 T3-4 �3-4 T 6-1-15 5-5 5-5 6-7-11 1 x 3-12 3-4 2- 0-7 3-4 3-12 = I : SHIP W 08 W:308 1 ,, PFtCHf TF�r R:1405 A R405 tom. u: 2.00 J -2.00 u: p. GAP 0- s 0- -8 ya is 1_6- " 17-2-8 l 17_7-8 8 9 10 11 121 Q G1 9-3910 8-2=6 8-2-6 9-3-10 9-3-10 17-6-0 25-8-6 35-0-0 5/23/2007 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: 3/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF 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: JEFF utilized on this design meet or exceed the loading Imposed by the local building code antl the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss.I is laterally braced by the roof or Door sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y 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 14.00 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 BC Live, 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 •ANSIfTPI 1., TyTCA 1' . Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: 134 Qty: 3 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This'design based on chord bracing applied 1 0- 1-12 434 3.50 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 14- 5-12 1743 3.50" 2.50" FILL CHD 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. max o. c. from to 3 34-10- 4 698 3.50" 1.50" WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. BC 75.00" 0- 3- 8 14- 7- 8 BRG REQUIREMENTS shown are based ONLYMark all interior bearing locations. Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the on the truss material at each bearing Install interior support(s) before erection. UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI 1-2 -695 0.00 0.35 0.35 2-3 614 0.05 0.35 0.39 3-4 1705 0.24 0.31 0.55 4-5 479 0.07 0.30 0.38 5-6 -1580 0.02 0.27 0.29 6-7 -2182 0.06 0.29 0.35 BC FORCE AXL BND CSI B-9 647 0.09 0.19 0.29 9-10 -932 0.53 0.20 0.72 10-11 -420 0.10 0.10 0.21 11-12 879 O.OB 0.20 0.21 12-13 YU'/U 0.31 U.1'/ UAU •WEB FORCE CSI WEB FORCE CSI 2-9 -628 0.15 4-11 397 0.14 3-9 743 0.26 5-11 -1106 0.65 3-10 -807 0.20 5-12 780 0.27 4-10 -1747 0.78 6-12 -619 0.15 TYPICAL PLATE: 1.5-3 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, B1dg'Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 MEM 12-13 (LIVE) LC 17 L= -0.12" D= -0.18" T= -0.31" Joint Locations 1 0- 0- 0 8 0- 0- 0 2 6- 8-14 9 9- 3-10 3 12- 1- 7 10 14- 5-12 4 17- 6- 0' 11 17- 6- 0 5 22- 6- 3 12 25- 8- 6 6 28- 3- 2 13 35- 0- 0 7 35- 0- 0 - OVER 3 SUPPORTS 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 5/23/2007 Scale: 3/32" = 1' 6-5-14 1 5-4-9 5-4-9 5-0-3 5-9-0 6-8-14 . 12-1-7 17-6-0 22-6-3 28-3-2 17-6-0 17-6-0 6-814 35-" WO: PD03010 1 1 2 3 4 5 6 7' and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 4.00 -4.00 are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf 6-61 T R U S S W O R KS 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 T 3-4 3-4 p y T 6-1-15 5-5 5-5 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 6-7-11 3-4 43- 1 -6 - 2- 0-7 3-4 3-4 SHIP x x 0'115 E12 B3 0-3-15` W:308 14-4-0 W:308 Seqn T6.5.52 - 0 W:308 U:434 2 UU 114-5-1 :1743 1-2.00 U698 -8 j0- 17-2-8 6Q 8 9 10 11 12 13' 9 5"2"2-1 71? 8-2-6 9-3-109-3-10 14-5-12 Titz. 35-" MAX DEFLECTION (span) : L/999 MEM 12-13 (LIVE) LC 17 L= -0.12" D= -0.18" T= -0.31" Joint Locations 1 0- 0- 0 8 0- 0- 0 2 6- 8-14 9 9- 3-10 3 12- 1- 7 10 14- 5-12 4 17- 6- 0' 11 17- 6- 0 5 22- 6- 3 12 25- 8- 6 6 28- 3- 2 13 35- 0- 0 7 35- 0- 0 - OVER 3 SUPPORTS 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 5/23/2007 Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 p y 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 14.00 psf Rep Mbr Bnd 1.15 s 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 9pl. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI `W`rCA 'BUILDING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 .. 1', I'. Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' . (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 lJob Name: GE\HIP Truss ID: B5 Qty: 1 . Drwg: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 484 3.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 14- 5-12 1669 3.50" 2.02 WEB 2x4 HF STUD 3 34-10- 4 746 3.50" 1.50" GBL BLK 2x4 HF STUD BRG REQUIREMENTS shown are based.ONLYMark all interior bearing locations. on the truss material at each bearingGable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. TC FORCE AXL BNO CSI Top chord supports 24.0 " of uniform load 1-2 -497 0.00 0.38 0.38 at 16 psf live load and 14 psf dead load. 2-3 209 0.00 0.38 0.38 Additional design considerations may be 3-4 713 0.10 0.13 0.23 required if sheathing is attached. 4-5 171 0.02 0.11 0.13 [+] indicates the requirement for lateral 5-6 170 0.01 0.25 0.26 bracing (designed by others) perpendicular 6-7 -980 0.01 0.31 0.32 to the plane of the member at 63"intervals. 7-8 -1286 0.02 0.31 0.34 Bracing is a result of wind load applied to member.(Combination axial plus bending). BC FORCE AXL BND CSI This truss requires adequate sheathing, as 9-10 431 0.03 0.22 0.25 designed by others, applied to the truss 10-11 -370 0.00 0.22 0.22 face providing lateral support for webs in 11-12 -641 0.00 0.24 0.24 the truss plane and creating shear wall. 12-13 591 0.05 0.28 0.33 action to resist diaphragm loads. 33-14 1175 0.11 0.28 0.39 WEB FORCE CSI WEB FORCE CSI 2-10 -441 0.13 5-12 -327 0.23 3-10 528 0.18 6-12 -758 0.74 3-11 -550 0.26 6-13 510 o.18 4-11 -1177 0.59 7-13 -403 0.12 4-12 1011 0.35 TYPICAL PLATE: 1.5-3 Plating spec : ANSI/TPI - 1995 This truss is designed using the THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C Install interior support(s) before erection. Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.06 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf N_ m m 6-8-13 5-2-7 A `b 5-6-12 5-2-7 6-8-13 6-8-13 11-11-4 23-0-12 28-3-3 35-0-0 17-6-0 17-6-0 1 2 3 4 5 6 7 8 4.00 4.00 4-4 T 3-4 3� 3� T 6-1-15 5-5 0 5-5 6-7-11 SHIP _ 34 3-4 _ 0-3-15 3-4 3 y 3-40-3-1 W:308 14.5.1 308 W:308 u484 :1669 U:746 OQ��HtTECj 1 35-0-0 14-9AttQ gip' GAR(,9y0 9 10 11 12 13 14 91-11 5-3-14 i 'TIT 8-4-2 9-1-14 W 1QJ 9-1-14 14-5-12 Tlr. 25-10-2 35-0-0 MAX DEFLECTION (span) : L/999 HEM 12-13 (LIVE) LC 15 L= -0.12" D= -0.07" T= -0.19" Joint Locations 1 0- 0- 0 8 35- 0- 0 2 6- 8-13 9 0- 0- 0 3 11-11- 4 10 9- 1-14 4 14- 5-12 11 14- 5-12 5 17- 6- 0 12 17- 6- 0 6 23- 0-12 13 25-10- 2 7 28- 3- 3 14 35- 0- 0 OVER 3 SUPPORTS 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. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF 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: JEFF 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 16.00 psf A Company You Can Truss! Is laterally braced by the roof or Noor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y 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 14.00 psf environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf 75-110 St. Charles pl. ste 11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofric Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf %P.,Ct 0 5/23/2007 Scale: 3/32" = 1' WO: PD03010 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.52 - 0 [job Name: GEMIP Truss ID: 136 Qty: 1 Drwg: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.513 1 0- 1-12 d8d 3.50 1.50" BC 2x4 SPF 1650F -1.5E 2 14- 5-12 1669 3.50" O.C.Spacing 2- 0- 0 2.02" WEB 2x4 HF STUD - 3 34-10- 4 746 3.50" BC Dead 7.00 psf 1.50" GBL ELK 2x4 HF STUD BRG REQUIREMENTS shown are based ONLYMark all interior bearing locations. on the truss material at each bearingGable verticals are 2x 4 web material spaced • at 16.0 " o.c. unless noted otherwise. TC FORCE AXL BND CSI Top chord supports 24.0 " Of uniform load 1-2 -497 0.00 0.38 0.38 at 16 psf live load and 14 psf dead load. 2-3 209 0.00 0.38 0.38 Additional design considerations may be 3-4 713 0.10 0.13 0.23 required if sheathing is attached. 4-5 171 0.02 0.11 0.13 [+] indicates the requirement for lateral 5-6 170 0.01 0.25 0.26 bracing (designed by others) perpendicular 6-7 -960 0.01 0.31 0.32 to the plane of the member at 6311intervals. 7-8 -1286 0.02 0.31 0.34 Bracing is a result of wind load applied ' to member.(Combination axial plus bending). BC FORCE AXL END CSI This truss requires adequate sheathing, as 9-10 431 0.03 0.22 0.25 designed by others, applied to the truss 10-11 -370 0.00 0.22'0.22 face providing lateral support for webs in 11-12 -641 0.00 0.24 0.24 the truss p1aRe and Creatine shear wall 12-i! b91 0.05 0.29 0.33 action to resist diaphragm loads. 43-141 1175 0.11 0.26 0.39 WEB FORCE CSI WEB FORCE CSI 2-10 -441 0.13 5-12 -327 0.23 3-10 528 0.18 6-12 -758 0.74 _ 3-11 -550 0.26 6-13 510 0.18 - 4-11 -1177 0.59 7-13 -403 0.12 4-12 1011 0.35 TYPICAL PLATE: 1.5-3 Plating spec : ANSI/TPI - 1995 This truss is designed using the THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C Install interior support(s) before erection. Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 DEC Special Occupancy, Dead Load = 21.0 psf 6-8-13 5-2-7�� glrb 5-6-12 5-2-7 6-8-13 6-8-13 11-11-4 23-0-12 28-3-3 35-0-0 17-6-0 I 17-6-0 1 2 3 4 5 6 7 8 4.00 -4.00 T 6-7-11 SHIP 0-3-15L Ell B3 W:308 14-5-1 k-308 W:308 R:484 R:1669 R:746 U: U: U: 1- 1- 35-M 9 10 11 12 13 14, 1 14�I 9-1-14 25 0 35-00-0-0 MAX DEFLECTION (span) : L/999 MEM 12-13 (LIVE) LC 15 L= -0.12" D= -0.07" T= -0.19" Joint Locations 1 0- 0- 0 8 35- 0- 0 2 6- B-13 9 0- 0- 0 3 11-11- 4 10 9- 1-14 4 14- 5-12 11 14- 5-12 517- 6- 0 12 17- 6- 0 6 .23- 0-12 13 25-10- 2 7 28- 3- 3 14 35- 0- 0 OVER 3 SUPPORTS 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 5/23/2007 Scale: 3132" = 1 ® T R U S S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. 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 Eng. Job: EJ. Chk' JEFF Dsgnr: JEFF WO: PD03010 TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. ste-11 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 ANSI(TPI 1','WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 [SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Segn T6.5.52 - 0 Job Name: GE\HIP WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: C1 Qty: 2 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 866 3.50^ 1.50 BC 2x4 SPF 1650F -1.5E TC Live 16.00 psf THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 20- 3- 4 755 3.50" 1.50" WEB 2x4 HF STUD TC Dead 14.00 MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 BRG REQUIREMENTS shown are based ONLYLoaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Truss Location = End Zone on the truss material at each bearing pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec UBC -97 Hurricane/Ocean Line = No Exp Category = C 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities, COMPONENT (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Length = 40.00 ft, Bldg Width = 20.67 ft TC FORCE AXL BND CSI Mean roof height = 10.89 ft, mph = 70 1-2 -1715 0.03 0.21 0.25 UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -1249 0.01 0.21 0.22 3-4 -1246 0.01 0.16 0.17 ' 4-5 -1670 0.02 0.16 0.18 BC FORCE AXL BND CSI 6-7 1594 0.18 0.28 0.47 7-8 1542 0.18 0.28 0.46 WEB FORCE CSI WEB FORCE CSI 2-7 -488 0.27 4-7 -433 0.24 3-7 478 0.17 T 3-9-4 TTO -3-15 5-8-7 4-7-9 4-7-9 5-5-7 5-8-7 10-4-0 14-11-9 20-5-0 10-4-0 I 10-1-0 1 2 3 4 5 400 -4.00 4-4 B1 W:308 R:866 U: 1, 6-0 6 10_4-00 10.4-0 7 T 4-3-0 SHIP IO -4-15 B2 ,1`�C W:308 R:755 U: L 8 , 0-3-0 10-1-0 1 STUB 20-5-0 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.06" D= -0.18" T= -0.24" Joint Locations 1 0- 0- 0 5 20- 5- 0 2 5- 8- 7 6 0- 0- 0 3 10- 4- 0 7 10- 4- 0 4 14-11- 9 8 20- 5- 0 1 aQ oe `3 S TE TA0 r` 5/23/2007 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: PD03010 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF are to De ver[fled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed Dy the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! p y 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities, COMPONENT (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: C10 Qty: 1 Drw : ERG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 866 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 20- 3- 4 755 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to BRG REQUIREMENTS shown are based ONLYDrainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7- 0-15 12- 8- 0 on the truss material at each bearingThis truss is designed using the Continuous lateral bracing attached to flat UBC -97 Code. TC as indicated. Lumber must be structural TC FORCE AxL BND CSI Bldg Enclosed = Yes, Importance Factor = 1.00 grade. Brace @ 24" o.c. unless noted. 1-2 -1583 0.05 0.44 0.48 Truss Location = End Zone 2-3 -1619 0.04 0.26 0.30 Hurricane/Ocean Line = No Exp Category = C 3-4 -1619 0.04 0.22 0.26 Bldg Length = 40.00 ft, Bldg Width = 20.67 ft 4-5 -1560 0.04 0.34 0.38 Mean roof height = 10.83 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL END CSI 6-7 1450 0.17 0.33 0.50 7-8 1422 0.16 0.33 0.49 WEB FORCE CSI WEB FORCE CSI 2-7 206 0.07 4-7 240 0.08 3-7 95 0.03 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 1 L= -0.09" D= -0.21" T= -0.31" Joint Locations 1 0- 0- 0 5 20- 5- 0 2 8- 0- 0 6 0- 0- 0 3 10- 4- 0 7 10- 4- 0 4 12- 8- 0 8 20- 5- 0 8-" v g 7-9-0 8-M ^ 20-5-0 9-11-11 9-8-11 _ 400 4-8-0 -4.00 -6 3 T T 3-7-13 4-1-9 2-4-12 34 SHIP =0-3-1 3 s 6-6 T-0-4-ISI o a -1s B1 B2 i�Q GAR W:308 W:308 y- GAO �y R:866 R:755 S v 11 E-0 , CC20"5-0 Q 1 6 10-4100 7 10-10 8 STUB 10-4-0 20-5-0 � �Ay STATE Oc, ..5/23/2007 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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! 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 TC Dead 14.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be Placed in any A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 rle s 75-110 St. Charles pl. ste-11 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, BC Dead 7.00 Design Spec UBC -97 9pl. Palm Deserts 'ANSIfTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - psf Phone (760) 341-2232 (8CSl 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GEMP WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: C1A Qty: 2 Drw : BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12876 3.50 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 20- 6- 4 876 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 'BRG REQUIREMENTS shown are based ONLYLoaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone on the truss material at each bearing 75-110 St. Charles 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 Hurricane/Ocean Line = No , Exp Category = C O.C.Spacing 2- 0- 0 pl. Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI --Wood *BUILDING BC Dead 7.00 psf Bldg Length = 40.00 ft, Bldg Width = 20.67 ft TC FORCE AXL BND CSI 1','WTCA 1 Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Mean roof height = 10.89 ft, mph = 70 1-2 -1746 0.03 0.21 0.24 TOTAL 37.00 psf Seqn T6.5.52 - 0 UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -1280 0.01 0.21 0.22 3-4 -1280 0.01 0.21 0.22 4-5 -1746 0.03 0.21 0.24 ' BC FORCE AXL BND CSI 6-7 1622 0.19 0.30 0.49 7-8 1622 0.19 0.30 0.49 WEB FORCE CSI WEB FORCE CSI 2-7 -487 0.26 4-7 -487 0.26 3-7 506 0.18 5-85-8 4-7-9 4-7-9 5-8-7 -� 5-8-7 10-4-0 14-11-9 20-8-0 10-4-0 I 10-4-0 1 2 3 4 5 F4.00 - -400 4-4 B1 W:308 R:876 U: IA� 6 10-4 10-4-0 7 B2 W:308 R:876 u: 10-4 20-8-0 T 4-3-0 SHIP =0-3-15 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 1 L= -0.06" D= -0.17" T= -0.23" Joint Locations 1 0- 0- 0 5 20- 8- 0 2 5- 8- 7 6 0- 0- 0 3 10- 4- 0 7 10- 4- 0 4 14-11- 9 8 20- 8- 0 G1�99,z sT o� E 5/23/2007 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nr: JEFF g 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 Com an You Can TrussI p y 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI --Wood *BUILDING BC Dead 7.00 psf Design Spec UBC -97 + Phone (760) 341-2232 1','WTCA 1 Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GEIHIP Truss ID: C8 Qty: 1 Drwg: BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. 5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 1651 3.50" 2.37" 2x4 SPF 210OF-1.8E 1-2 THIS DESIGN IS THE COMPOSITE RESULT OF 2 20- 3- 4 1590 3.50" 2.28" BC 2x4 SPF 210OF-1.8E psf MULTIPLE LOAD CASES. BRG REQUIREMENTS shown are based ONLYWEB 2x4 HF STUD 0. PLATE VALUES PER ICBO RESEARCH REPORT 41607. on the truss material at each bearingLumber shear allowables are per NDS. Drainage must be provided to avoid ponding. Phone (760) 341-2232 TC Vert 0.0 0- 1-12 -1.00 TC Vert 176.0 8- 0- 0 1.00 Continuous lateral bracing attached to flat Permanent bracing is required (by others) to TC FORCE AXL BND CSI TC as indicated. Lumber must be structural prevent rotation/toppling. See SCSI 1-03 1-2 -3721 0.22 0.54 0.76 grade. Brace @ 24" o.c. unless noted. and ANSI/TPI 1. 2-3 -4213 0.26 0.41 0.67 3-4 -4213 0.26 0.50 0.76 4-5 -3795 0.18 0.35 0.53 BC FORCE AXL BND CSI 6-7 3481 0.26 0.61 0.87 7-8 3538 0.27 0.61 0.88 WEB FORCE CSI WEB FORCE CSI 2-7 893 0.31 4-7 823 0.29 3-7 -632 0.13 88-0_0� 8-0-0 7-90 20-5-0 7-11-11 l 7-8-11 1 2 3 4 5 F4.00 i 4-8-0 -4.00 , 81 W:308 R:1651 U: "_i 2U_5-0 6 7 1010 4_�0 10-4-0 This design based on chord bracing applied per the following schedule: Eng. Job: EJ. max o. c. from to ® TC 24.00" 7-11-11 12- 8- 0 Chk: JEFF This truss is designed using the , UBC -97 Code. Dsgnr: JEFF Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone TC Live 16.00 psf Hurricane/Ocean Line = No , Exp Category = C T R U S S W O R KS Bldg Length = 40.00 ft, Bldg Width = 20.67 ft A Company You Can Truss! Mean roof height = 10.49 ft, mph = 70 TC Dead 14.00 USC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS -------------- psf Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 - 1- 6- 0 74.00 0- 0- 0 0. TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0. TC Vert 145.62 8- 0- 0 145.62 12- 8- 0 0. TC Vert 60.00 12- 8- 0 60.00 20- 5- 0 0. BC Vert 33.98 0- 0- q 33,48 20- 5-.f1 n ..'lwa... lbs 1f. c LL TL Phone (760) 341-2232 TC Vert 0.0 0- 1-12 -1.00 TC Vert 176.0 8- 0- 0 1.00 Fax # (760) 341-2293 TC Vert 154.0 8- 0- 0 0.00 TOTAL 37.00 psf TC Vert 257.0 12- 8- 0 1.00 TC Vert 224.9 12- 8- 0 0.00 T -8 3-5-9 SHIP =0-4-15 E12 W:308 R:1590 U: Itu 8 00.3-- 10-1-0 ,' STUB 20-5-0 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.14" D= -0.38" T= -0.53" Joint Locations 1 0- 0- 0 5 20- 5- 0 2 8- 0- 0 6 0- 0- 0 3 10- 4- 0 7 10- 4- 0 4 12- 8- 0 8 20- 5- 0 HI z u 'LOp1 5/23/2007 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and.AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF are to be v. rifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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! 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 TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 ANSlrrPI 1',TCA 1' -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - '1N BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 .lob Name: GEIHIP Truss ID: D Qty: 2 Drwg: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1 0- 1-12 2213 3.50" 1.82"BC 2x6 BF 1650F -1.5E 2 7-10- 4 2222 3.50" 1.83" WEB 2x4 HF STUD _ BRG REQUIREMENTS shown are based ONLY+ + + + + + + + + + + + + + + + + + + + + + on the truss material at each bearingNail pattern shown is for PLN loads and Zone 'ANSVTPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. Hurricane/Ocean Line = No Exp Category = C point loads converted to PLF loads only. TC FORCE AXL BND CSI Concentrated loads MUST be distributed to 1-2 -4182 0.04 0.34 0.37 each ply equally. Multi -ply with hangers are 2-3 -4720 0.05 0.17 0.22 based on hanger nails using 1.5" nails min. 3-4 -4720 0.05 0.17 0.22 into the carrying member. 4-5 -3831 0.03 0.07 0.10 If shown, use additional fasteners for point ..Type... lbs X.Loc LL/TL TC Vert 4.5 loads as indicated from the back plys, BC FORCE AXL BND CSI distributed symmetrically around the hanger. 6-7 4088 0.19 0.21 0.41 Use any other approved detail (by others). 7-8 4466 0.21 0.21 0.43 10d = 10d NAILS, SDS = Simpson SDS screws 8-9 4120 0.20 0.21 0.41 or equivalent substitute. 9-10 3627 0.17 0.12 0.29 (*) = Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + + + + + WEB FORCE CSI WEB FORCE CSI 2-7 737 0.13 4-8 620 0.11 2-8 263 0.05 4-9 962 0.17 ,3-8 159 0.03 2-6-12 2-6-12 2-11-11 2-PLYS 1 2 REQUIRED 4.00 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSI/TPI 1. 2 -PLY! Nail w/lOd BOX, staggered (per NDS) in:. TC- 2 BC- 2 WEBS- 2 **PER FOOT!** Cluster screws, if shown, are 3" long. 1-5-4 1-5-4 2-6-12 4-M 5-5.4 8-" 2-11-11 3 4 5 2-0-0 4.00 B1 W:308 R:2213 U: ��# 8-0-0 78-0-0 766# 766if-�� 6 7 8 9 10 2-5-0 1-7-0 1-7-0 2-5-0 2-5-0 4-" 5-7-0 8-0-0 This design based on chord bracing applied 6 per the following schedule: 2 2- 6-12 7 max o.c. from to 8 TC 24.00" 2-11-11 5- 0- 0 9 This truss is designed using the 10 UBC -97 Code. BC Live 0.00 psf O.C.Spacing 2- 0- 0 Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone 'ANSVTPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. Hurricane/Ocean Line = No Exp Category = C Phone (760) 341-2232 Bldg Length = 40.00 ft, Bldg Width = 8.00 ft Mean roof height = 9.66 ft, mph = 70 TOTAL 37.00 psf UBC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 2- 9- 0 0. TC Vert 66.88 2- 9- 0 66.88 5- 3- 0 0. TC Vert 60.00 5- 3- 0 60.00 B- 0- 0 0. BC Vert 15.60 0- 0- 0 15.60 8- 0- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 4.5 2- 9- 0 1.00 1'C: vert 3.9 2- 9- 0 0.00 TC Vert 4.5 5- 3- 0 1.00 TC vert 3.9 5- 3- 0 0.00 BC Vert 1501.0 1- 7- 0 0.43 BC Vert 765.0 3- 7- 0 0.43 BC Vert 765.0 5- 7- 0 0.43 BC Vert 765.0 7- 7- 0 0.43 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 1 L= -0.04" D= -0.05" T= -0.09" Joint Locations 1 0- 0- 0 6 0- 0- 0 2 2- 6-12 7 2- 5- 0 3 4- 0- 0 8 4- 0- 0 4 5- 5- 4 9 5- 7- 0 5 e- 0- 0 10 8- 0- 0 T 1-3-13 SHIP 10315 d v o B2 CC W:308 = N�• p0� 2222 U:V �alopk STATE OF 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. 5/23/2007 Scale: 19/32" = 1' ® T R U S S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. 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 Eng. Job: EJ. Chk: JEFF Dsgnr: JEFF WO: PD03010 TC Live 16.00 psf DurFacs L=1.25 P=1.25 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 A Company You p y 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 14.00 psf Rep Mbr Bnd 1.00 75 110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, 'ANSVTPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GEIHIP Truss ID: DJ Qty: 1 Dom: I BRG X -LOC REACT SIZEREQ•D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 248 3.50•' 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 3-11- 4 97 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. - 3 2-11- 4 48 1.50" 1.501' Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY TC Dead 14.00 Rep Mbr Bnd 1.15 on the truss material at each bearing 75-110 St. Charles ste 11 A TC FORCE AXL BUD CSI 1-2 -33 0.00 0.12 0.12 2-0 -1 0.00 0.00 0.00 BC FORCE AXL BND CSI 3-4 42 0.00 0.12 0.12 4-0 0 0.00 0.00 0.00 33-0-0 3-0-0 2 400 1-6-0 ' 3-0-0 3 4 3-00 3-0-0 UPLIFT REACTIONS) : Support 2 -14 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 9.51 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L= 0.00" D= -0.01" T= -0.01" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 3- 0- 0 4 3- 0- 0 B2 WA08 R:97 U:-14 1-3-15 2-1-11 SHIP CHI C GAR��o °` 1ioI31' F1'Q STATE or 5/23/2007 OVER 3 SUPPORTS 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: 314" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 Door sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 ANSIfTPI 1', V4TCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: DJ2 Qty: 2 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 195 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 1-10-15 56 1.50" 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. " 3 2-11- 4 21 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for req. support on the truss material at each bearing TC FORCE AXL BND CSI 1-2 17 0.00 0.04 0.04 2-0 -1 0.00 0.00 0.00 BC FORCE AXL BUD CSI 3-4 19 0.00 0.02 0.02 4-0 0 0.00 0.00 0.00 2 400 33-0-0 3-0-0 UPLIFT REACTIONS) : Support 2 -2 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 9.34 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf �M 15PPUCTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L= 0.00" D= 0.00" T= 0.00" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 3- 0- 0 4 3- 0- 0 81 B3 W:308 W:108 � CC R:195 1-11-11 R:21 �p.010 0 1-6-0 3-0-0 AA� 3 a STATE 0 �r 33-0� 3-0-0 5/23/2007 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF 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 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: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 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 p y 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 14.00 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSVTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CIBC -97 Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'OnofNo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: E10 Qty: 2 Drw ERG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 372 3.50" 1.50 BC 2x4 SPF 165OF-1.5E 28- 0-12 496 1.50 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 9-10-15 5 1.50" 1.50" Install interior support(s) before erection. 4 7-11- 4 71 1.50'- 1.501• This truss is designed using the ERG REQUIREMENTS shown are based ONLYLTBC-97 Code. on the truss material at each bearingBldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone TC FORCE AXL BND CSI Hurricane/Ocean Line = NO , Exp Category = C 1-2 -97 0.01 0.54 0.55 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-0 -74 0.00 0.54 0.54 Mean roof height = 10.34 ft, mph = 70 0-0 -1 0.00 0.00 0.00 UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI 3-4 109 0.00 0.29 0.29 4-0 0 0.00 0.00 0.00 3-7-13 IO -3-15 1 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. 400 8-" 8-" 2 UPLIFT REACTIONS) : Support 2 -55 lb Support 3 -148 lb HORIZONTAL REACTION(S) support 1 109 lb support 4 109 lb 3 4 8-0-0 8-0-0 B3 W:108 R:5 U:-148 4-1-9 SHIP MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 17 L= -0.08" D= -0.16" T= -0.25" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 8- 0- 0 4 8- 0- 0 cl) �p1 ID �TE c 5/23/2007 OVER 4 SUPPORTS 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 ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ato be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilre ized 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 Eng. Job: EJ. Chk: JEFF Dsgnr: JEFF WO: PD03010 TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 •ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec UBC -97 Phone(760)34 1-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, ' Fax # (760) 3412293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 11111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.5.52 - 0 Job Name- GEMP Truss ID: E2 Qty: 2 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 186 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -1 lb 2 1-10-15 113 1.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. TC Dead 14.00 This truss is designed using the 3 7-11- 4 43 1.50" -BRG 1.50" Install interior support(s) before erection. Mark all interior bearing locations. UBC -97 Code. REQUIREMENTS shown are based ONLY O.C.Spacing 2- 0- 0 Shim bearings (if needed) for req. support. Bldg Enclosed = Yes, Importance Factor = 1.00 on the truss material at each bearing 'ANSI/TPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Truss Location = End Zone (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111111 19th Street, NW, Ste 800, Washington, DC 70036. Hurricane/Ocean Line = No , Exp Category = C Seqn T6.5.52 - 0 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft TC FORCE AXL BND CSI Mean roof height = 9.34 ft, mph = 70 1-2 35 0.00 0.18 0.18 2-0 -1 0.00 0.00 0.00 UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI 3-4 19 0.00 0.15 0.15 4-0 o 0.00 0.00 0.00 0-11-13 1 I0_3-15 2 400 8-00 8-" 1-6-0 8-0-0 ; 3 4 8-0_0 8-0-0 MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 17 L= 0.00" D= -0.06" T= -0.06" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 8- 0- 0 4 8- 0- 0 0-11-13 T 1 1-5-9 SHIP 1I WCHITF B3 108 <ci ��O GAR Cl J R:43 �� (iO U: C? �, v Ly � � Q C11 q v �O.11201 � a7 1p1�'QOP� .i�Q �D►� 5/23/2007 OVER 3 SUPPORTS 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: 15/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilizetl on this design meet or exceed the loading Imposed by the local building code antl the particular application. The design assumes that the top chord A Company You Can Truss! 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf ste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 rle pl. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 9pl. Palm Desertr 'ANSI/TPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111111 19th Street, NW, Ste 800, Washington, DC 70036. TOTAL 37.00 psf Seqn T6.5.52 - 0 /Job Name: GE\HIP Truss ID: E4 Qty: 2 Drwg: I BRG X -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 284 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF 2 3-10-15 128 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. DurFacs L=1.25 P=1.25 3 7-11- 4 50 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY psf Shim bearings (if needed) for req. support on the truss material at each bearing pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, TC FORCE AXL BND CSI 1-2 39 0.00 0.21 0.21 2-0 -1 0.00 0.00 0.00 SC FORCE AXL BND CSI 3-4 41 0.00 0.17 0.17 4-0 0 0.00 0.00 0.00 8-0-0 8-M This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 9.67 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 17 L= -0.02" D= -0.09" T= -0.11" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 8- 0- 0 4 8- 0- 0 1 2 F-400 T 4 W T W:,08 1-7-13 R:128U: 1-7-13 3-4 2-1-9 SHIP I0-3-15 KnHITI B1 B3 W:308 W:108 284 3-11-11 u50 U::Cc Q r,�Q�Oj1 8-0-0 r 38-0-0 Sr�4TE 8-" OVER 3 SUPPORTS 5/23/2007 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: 15/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local builtling code and the particular application. The design assumes that the top chord A Company You Can Truss p y 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211pNSVTPI 1','WTCA 1' . Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GEIHIP Truss ID: E6 Qty: 2 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 352 3.50" 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 5-10-15 167 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. ' 3 7-11- 4 63 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for req. support on the truss material at each bearing - TC FORCE AXL BND CSI 1-2 52 0.00 0.36 0.37 2-0 -1 0.00 0.00 0.00 BC FORCE AXL BND CSI 3-4 64 0.00 0.23 0.23 4-0 0 0.00 0.00 0.00 2 40 8-0-0 8-M UPLIFT REACTION(S) : Support 2 -14 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10.01 ft, mph = 70 DEC Special Occupancy, Dead Load = 21.0 psf MAX UEFl.ECTIUN (apart) . L/999 MEM 3-4 (LIVE) LC 17 L= -0.06" D= -0.14" T= -0.19" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 8- 0- 0 4 8- 0- 0 2-3-13 / 2-3-13 I 3-4 SHIP I0-3-15 �:o PRCNir��T GARL9 B1 E33 W:308 W:108 �v U.352 5-11-11 U.63 GC v c�O 1-6-0 1p13 opt 2 !► 8-0-0 3 88-" ITE OF 8 5/23/2007 OVER 3 SUPPORTS 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: 15/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JEFF 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: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! 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 14.00 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 _ and brace this truss In accordance with the following standards: 'Joint and Cuffing Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA I'. Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (BCS11-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Job Name: GE\HIP Truss ID: E8 Qty: 2 Drw : BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 409 3.50 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -26 lb 2 7-10-15 210 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. TC Dead 14.00 This truss is designed using the - 3 7-11- 4 82 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. UBC -97 Code. BRG REQUIREMENTS shown are based ONLY O.C.Spacing 2- 0- 0 Shim bearings (if needed) for req. support. Bldg Enclosed = Yes, Importance Factor = 1.00 on the truss material at each bearing ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec UBC -97 Truss Location = End Zone (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Hurricane/Ocean Line = No , Exp Category = C TC FORCE AXL BND CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -72 0.00 0.59 0.59 Mean roof height = 10.34 ft, mph = 70 2-0 -1 0.00 0.00 0.00 UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI 3-4 87 0.00 0.39 0.39 4-0 0 0.00 0.00 0.00 8-0_0 8-" 4r 00 2 MAA 1/Ld LLCTIiA1 (opu..) L/805 MEM 3-4 (LIVE) LC 1 L= -0.12" D= -0.20" T= -0.31" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 8- 0- 0 4 8- 0- 0 B2 W:108 R:210 8-4- U:-26 2-11-13 2-11-13 3.5-9 SHIP �ti. I0-3-15 O' GAq� � w� �o v B1 63 � W:308 W:108 u:ao9 7-11-11 u82 8-0-0 ' 3 a 8-" P` 8-0-0 5/23/2007 OVER 3 SUPPORTS 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: 7/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF are to be verifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain Mat the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75 110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 Sob Name: GE\HIP Truss ID: S2 Qty: 4 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 188 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 1-10-15 48 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. A Company You Can Trussl p y - 3 1-11- 4 22 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY O.C.Spacing 2- 0- 0 Shim bearings (if needed) for req. support on the truss material at each bearing Fax # (760) 341-2293 TC FORCE AXL BND CSI 1-2 14 0.00 0.03 0.03 2-0 -1 0.00 0.00 0.00 BC FORCE AXL END CSI 3-4 19 0.00 0.02 0.02 4-0 0 0.00 0.00 0.00 22-00 2-0-0 1 2 4.00 IJ: 1-6-0 2-0-0 3 41 2-02-0_:.0_l 2-0-0 UPLIFT REACTION(S) : Support 2 -5 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 9.34 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf E12 W:108 R:48 U:-5 1-5-9 1 SHIP B3 W:108 R:22 U: MAA ULPLECTI6111 (.pan) I L/999 MEM 3-4 (LIVE) LC 1 L= 0.00" D= 0.00" T= 0.00" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 2- 0- 0 4 2- 0- 0 1,991 d,P OQ STATE o� 5/23/2007 OVER 3 SUPPORTS 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: 0/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 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 p y 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. - Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI 'BUILDING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 1','WTCA I'. Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 lJob Name: GE\HIP Truss ID: S4 Qty: 2 Drwg: I BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 218 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 3-10-15 90 1.50 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. ' 3 1-11- 4 69 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY TC Dead 14.00 Rep Mbr Bnd 1.15 on the truss material at each bearing 75 110 St. Charles ste 11 A TC FORCE AXL BND CSI 1-2 -33 0.00 0.10 0.10 2-0 -1 0.00 0.00 0.00 BC FORCE AXL BND CSI 3-4 42 0.00 0.12 0.12 4-0 0 0.00 0.00 0.00 2-M 2-0-0 1 2 400 2-0-0 3 4 22-" 2-0-0 UPLIFT REACTIONS) : Support 2 -15 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 9.34 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 82 W:108 R:90 T U:_,5 1-15 2-1-9 SHIP MAX ULl LLl11:014 (ay-) L/999 MEM 3-4 (LIVE) LC 1 L= 0.00" D= 0.00" T= 0.00" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 2- 0- 0 4 2- 0- 0 Bio ' T O d -p 5/23/2007 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 314" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03010 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS are 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 TrussI 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75 110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, _ Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 .Job Name: GE\HIP Truss ID: S6 Qty: 2 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 - 1 0- 1-12 213 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 5-10-15 134 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. ' 3 1-11- 4 151 1.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, on the truss material at each bearing TOTAL 37.00 psf Seqn T6.5.52 - 0 TC FORCE AXL BND CSI 1-2 -57 0.00 0.23 0.23 2-0 -1 0.00 0.00 0.00 BC FORCE AXL BUD CSI 3-4 65 0.00 0.28 0.28 4-0 0 0.00 0.00 0.00 2-3-13 I0-3-15 2-0-0 2-0-0 1 2 400 B1 W:308 11:213 U: 1-6-0 I 2-0-0 3 4 2-0-0 2-M B3 W:108 R:151 U:-16 UPLIFT REACTIONS) : Support 2 -23 lb Support 3 -16 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 9.34 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf B2 W:108 R:134 U:-23 T 2-9-9 SHIP 1-15 T RC MAA uLFLECT1611 (.pw%) i L/999 MEM 3-4 (LIVE) LC 1 L= -0.01" D= -0.01" T= -0.01" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 2- 0- 0 4 2- 0- 0 V `` 1o1�P Opp Q STAT E OF � OVER 3 SUPPORTS 5/23/2007 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: 9/16" = V ® T R U S S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. 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 Eng. Job: EJ. Chk: JEFF Dsgnr: JEFF Wo: PD03010 TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! p y 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 TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, - Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA 11'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 11111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 37.00 psf Seqn T6.5.52 - 0 I" ""'t- ` a "`"U'L tAU 1-11 V KA It' FE R 8' SBIT AC1K )-LOC REACT SIZE REO'D TCP 0_01D 2x'G 1 0- 2- 8 623 4.95 1.50" FL #1 & Btr. 2 11- 2-11 761 1.50" 1.50" P(AT1PC, BASED ON GRELFN U-11MRtVALUES Truss ID:.CEI2 Otv Plati spec PNS1/TPI - 1995 THIS 01S1CT! IS Tlii CC(•WOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICED RESEARCH REPORT.N16CF7. PerTa�ent braci g is req,,ired (by others) to prevrt rotaticrl/t l3rY- See HIB -91 and A4S! TPI 1-1995; 10.3.4., a d 10.3.4.6. Lt ffK. UPLIFT REACTICN(S) sLgmrt 1 -12( stQ t 2 =1031 This truss is desig-rel using the LLggC-97 Cede. Bldg. Encl6sed = Yes, End Zcne = Mb MUrncax//Ocean line = No , Categ� = C WLBldg LErgth = 99.00ft, Bldg tlidth = .eft, too heicjit = 18.32ft, t1PH = 70 Classificatl = 4, Dead Lc>3d = 12.0 psf LOAD CASE #1 DESIGN•LDADS TC Vert L P.0 L. Loc 0 14213 9Rio-13 x.53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 C'7 c tc 4C X2.83 �A/LZES TAT. t ` 5P3-5 _ 2-11-54.1.1 42 >~ f��'_ 3—� t SHIP 1-1 �' " '_VS ' z0-3-12 '�E :_.... 1/2" GAP MAX I E GIs A. 11-3-7 'ate 3 df 61>-N. — TR V SWAL SYSTEMS Ia3 t"ottbp-k Dr., Cato Spriaas, Co 80907 Tp5.0 version 09.30.98 my .N7. ex�, N I f'Yt 11-1-]2 'w_fd'�ys�iemsol.. xtes ar: 20 ga. unless shown by is"\Ib ya.) or pos7tioned per Joint Report. Circled plates and false framezjr axes" ar>eF�ositioned as shown above �WA.IMING Read n1l notes on this sheer and give a copy of it to the Erecting Contractor, This design is for an individual building comporxol It hat b -en based on tpccirieatipro provided by the component r:tanufacturcr and done in accordance with tho current vonloro of TPI and AFPA deign staodaids. No re.por ibility is assumed for dimcraional accuracy. Dimcruiore are to be verified by the componcot nunufaelurer and/or building designer prior to fabrication. The building draigncr shall ascemin that the leads utilized on this design meet or exceed the loading imposed by the local budd(og code. It is assumed that Lie top chord is U<rally braced by the roof or floor shrathing and Use bonam chord is laterally braced by a rigid .h=Lhicg ntzLrial directly attached, unless oicrwue nocd. Bracing shown is for lavm) support of eosuPnneu'•, mcmbnrs only to reduce buckling length. This component shail bot be pbecd in any crrviro=cnt ;,tial will cause the moisture content of the wood e,cced 1956 and/or cause coon-etor Plate corrosinn. Fabrica L, !andle, it>, to 51 and 'bate this truss in accordance with the foliowiog sesrdard,: "FRUSCOh1 MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (OST-gR), 'IIANOLINO INSTALLING AND BRACINO -ME'rAL PATE CONNECTED WOOD TRUSSES' - (1150.91) and 'IIIB-91 SUMMARY SI IECf' by TPI. The Trts+s Pa L- ImUtulo (TPI) i, lrr tcd at 5R3 IYOrafrin Drive, kUdi!nn. Wsenraiti 53719. The American Foreat and Nper A„ocvmi.n (AFI',) is Incatcd at 1150 Connecticut A% -c, NW. Ste Axl, Wa,hington, DC: 1+0136. __r a 3/1.5/99 Scate: 516" = 1' TBF: 29.3 1t0: LLM10 Chk: Customer Name: Dsgnr: NLC = 5 TC Live 16.0 psf DurFacs L=1.25 P=1.25 TC Dead 14.0 psi Rep Hbr Bnd 1.00 8C Live .0 psi O.C.Spacing 2- 0-0 BC Dead 10.0 psi Design Spec UBC -97 TOTAL 40.0 psf Defl Ratio: L/240 TC: L/137 xtl:rl,l(jAU HIY RAllTUR 8' SETBACIC Truss 1D: -i 0- 2 8 6�3 Glc -cc XtQ D TCP a -DID 2,4 FL P1 & Btr. 2 11- 2-11 761 1.50" j:55()p'r PLATIN; BASED CN4GREEN WSERtr. VAlltES 3-5-4 I0-3-12 ty: -x D PLati spec FNS1/TP1 - 1995 THIS D'S1QV IS TF1` tOWOSITE RESULT OF FULTIPLE LOAD CASES. PLATE VALUES PER ICEi) RESEARCH REPORT,Y1607. Pen --anent bracing is req-11red (by others) to pprevent rotaticn/t L3f1Q. See HIB -91 and AtiSl/TPI 1-1995; 10.3.4.) ---'d 10.3.4.6. UPLIFT REACTION(S) • stpport 1 -1201 9-Wogt This truss is desig,ed using t), t -9l Code. 8 dg Enclosed = Yes, Erd Zme = fb H.lrrl— Ocmi Line = lb, Z Category = C Bet Length = 99.00ft, Bldg ET -- .8' t, Met roof height = 18.32ft, HPH = 70 CLassificaticn = 4, Dead Load = 12.0 psf LOAD CASE dl DESIGN (AADS TC VDert L P.0 0- 0- 0 1423 9-100-1-13 LL/TL TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 g9� r oc Q G11 11-1-12 1��QaP(E Q2. z s3 VApj-z 0%. E . 5P3-5 _ 6-6 T f �X .J 41-1 ire,)fL 3 -% SHIP r 1/211 GAP MAX 1� ,4'l•1F 1Y\ `: f :/� --- - TRUSWAL Ia3 Norybpuk Dr.. Colo Sprig,, Co 80907 Tp5.0 Version 09.30.98 ------------- 3 2-0-0 r-- :;,,,; -_ :tu,ar$�,,=t''.Ites arc 20 ga, unless shown by id"\IS yaJ or "H "'C [66gg� osit'idned framei'l p per Joint Report. Circled plates and false p aC s aDeF`ositioned as shown above WARMIYG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Thu design it for an individual build}ng eomponeol It has been bayed on rpcciriea6pns provided by the component rronufacturer and done in accordance with tho current versions of TPI and AFPA design staodzids. No responsibility is assumed for dimensional accuracy. Dimenyiora are w be voriried by the eomponeat manufacturer and/or building duigner prior to fabrication. The building duigncr shall ascerain that tic leads utilized on this design meet or exceed the loading imposed by the local buddfog code. It is assumed that Lie top chord is b'erally braced by the roof or floor sheathing and the bomom chord it laterally braced by a rigid sheathieg rnaL621 direedy attached, unless oicrwis- no -d. Bracing shown is for b:eral support of eohnpnne:Vl members only to reduce buckling length. This compnncnt .hail not be placed in any env'vonmcm O`uat will rause the mouture consent of he wnod exceed 19% and/or cause eoov ctor plate corrosion. Fabricate. Dandle, install and bate this truss in aceordarFe with the folio sbrdards: "fRUSCOtd MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (OST -8R), AIANDLINO INSTALLING AND BRACING METAL PLATE CONNEI_-TED WOOL) TRUSSF,S' - (11113.91) and '11113.91 SUIMNIARY SHEET' by TPI. 'rhe Trws 11.L Irvlrulo (TPI) is Incased at SR3 D'0-1,in Drive, Madimn• Wuenrain 53719. The Aincrimr. Forest and Paper Associminn (AFI'A) i. Incased at 1750 Cnnneeticul Ave, NW, Ste 701, W-Nnghon, DC 70134. a 0 3/15/99 Scale: 5/16" _ }' TBF: 29.3 u0: LLh10 Chk: Customer Name: Dsgnr: NLC = 5 TC Live 16.0 psf DurFacs L=1.25 P=1.25 TC Dead 14.0 psf Rep hbr 8nd 1.00 BC Live .0 psi O.C.Spacing 2- 0-0 BC Dead 10.0 psi Design Spec UBC -97 TOTAL 40.0 psf Def( Patio: L/240 TC L/197 Optonalvenl opening per desi3n drawing, J-4 J -s 1 GENERAL GABLE DETAILS FOR WIND LOAD BRACING I —__I Phellperdesign 3---4 draini, —3- %__ . Conneclor plates shown aro for exampla only. See actual truss design for re 1uirod plate si:os and otiontafron. Structural gable trusses w-71 generally have diagona! and vorttcnl members other Nat ihoso shown abova. Adequate staples ortoe-nos maybe used, and should be used to avoid any overlap w1h primary structuml ales. Gable buss Is continuous bearing exce.^t as may be noted On indhidmid dosign dm%iLngs. END (FACE) VIEW Vae. 17' cavo unless noted on drrrmng Gable End Truss Grace Interval as sledded on the approved engnineering / dra%ing or standard Typiu-n�ngbaclt detail or than. I(•rhrdor) brace atong back Of gable. W11COd w:fh . or - 45 degree diagonal Irax; 2*_ (typ.) braced to rco! shealldnn as shPXn. DWG# C002065035 + I Indicatos stud members that require brlcingl 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSIrrPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED Ott THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e. FOR 2X LUMBER, THE MAX. BRACE INTERVAL MAY BE 7-9"). 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. nailing of di.^gonal brace, attached to sheathing and Imss each and. tvo. Truss spacings per designs. (24" max.) WALU BEARING SUPPORT SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" ,PPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN TANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ,RE INDICATED BY "LOAD CASE '1" CHART Ott THE DESIGN DRAWING. ) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS IRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED TANDARD DRAWING TX01087001-001. 0) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE :ONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND S) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. G) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR I DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. �! `M THIS DETAIN_ IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMtL! R a, DETAIL TiIAT MAY IIAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO TIIIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. LE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. GBA w] A 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIN, OR -4',p4 O.G. 2. 2x4 B I HF Olt R2 DF PURLINS 4' . 0 •' O.0 3. 2x4 HI HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO POST• 4. HIP TRUSS P 1 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN► v I� PL1'tC MeiA-r %OUAN 5.. EXTENDED END JACK TOP CHORD (TYPICAL.) 6 b. COMMON TRUSS. 7. HIP CORNER RAFTER. A S Ix.4 CONTINUOUS LATERAL 7G�., g 3 —► y �t ��{{ ► 1 9. EXTENDED DOTT01%1 1 i31 t 4 �' �..` CC''ORAL STABILITY OF ROOP•— --•= ° I A10 BY.4'(CM 19 PER BUILDING DE'SIGNE'R. ��IIU lj �� ON TRUSS'DESIGNrtLF �'D�ILIP TRUSSES 24" O.C. (TYPICAL) I O V �_y' �'r )�;iUMON�B ADF-QUATE CONNECTION BY 011MRS (TYPICAL). CP BAa DATE 'A�� ,{ ,� ------ >1 ING R;tdill note& on We 611601 And ptw & copy 01It loth, Ending Contractor. it»•b...jl.. +v .: na.wr weery ao.o«w.. � n. � u«I w..,l fn .c.r+c�m. w.a.a y .» c;.ryc:,w .�.wau.. w o,:.+. . LI►'� � �.. �••.-xlc.c..w ..w In. a.,... wri w pl TM r+a um o«'p.. ura.. a. I+a ...cam+c..� :......uu p:. a,.u,� �ca� 7. Dw�w1x. r. w w . r+.a pr n. «-'yorvn mwMnir wb walny � vx. N IwK.tiJA T xe n,dyry o..y v.r ..crw v..t +.. lo.a HIP FRAMING DETAIL 1/21/98 .rl a exr r+.r+ro .ro cv o.wn. cne.e • Irr..y a.t..l y . nod u.wy ..r....i o+.cq r+�A ,.wu ou.r..e ...A.o. Y.oh7 `�iL`V�I�I. J I la$ w ►..c. s`. a . n 11&0eiA1 S SE,.tS COnaORADOt, wtwwnc. """' �0i'"D "'^""' 'TM/*COY MA"+'+' y-r.'au.urr COWPIOL 71MkVA0 foil MC1At RAT! CcK*A TTD M'300 TW&549' • 1041-0". 'KQdD_*4 WITALLtsa. NO iA41HO W IAL Pl 19 CON ECILD MOOD IiV63tP • pl+/'111 . 4 -HO el SUWUAAY WiefT by In. The TAW tt L (IN M rucr.a r SCJ D -0_m7 Dr.•., YWVpT.w Kuun 53711. T,1A w foes .na P.tw• Aawc.aw IArwJ M IOKt_C d I U0 Ca 3.w A.., Ntl, D:. 700. �snr,w OC YCUD► SUPPORT REQUIRED EVERY 4' -Tr MAXL',1UM. U TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. \ HIP GIRDER (ONE OR MORE PLY). 48" MAX B Y HIP TRUSSES WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. BEARING SUPPORT FOR TOP CHORDS OF END JACKS , WHERE THEY GROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)104 NAILS. 2. FOR REACTIONS GREATER THAN 3004, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD I:fAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 O NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNLC I ION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THF TOE- NAIL CONNECTION. 6. OTI4ER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING OE>'!r•,NfDR. 7. R_FER i O OTHER DETAILS FOR SPECIFiC,ATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS ED FOR WEDGE. USE (2) I I ) COI tide°G"!^N OF -"+I 'TfJ%.i•I:.S1 A:G I �.:�; }'tAl „2:.A.:.f' IS iC? PLAT L. Aii.:;r Icy.;1I BASED ON BRACE Q G' O.C. INTO TOP ! FORCES DETERMINED CHORD OF HIP GIRDER.` 111 I BY THE BUILDING DESIGNER. NOTE: BEVECEO CEDGER MAYBE USED INSTEAD OF DEl'AILS SHOWN ABOVE. LEDGER RAY -BE A TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING COP AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY �Mi I19w1V�1 0' �fYH (2) tOdj' �. ny RED ZI1S? In. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION L`+._ k; b!'.— SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEOE ANY SIMILAI DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING: DESIGNER. IT IF THE R, - UHS!fMuTY OP OTHERS TOVERIFY THE ADEQUI�C1' •.'•r'.aiS UCTAIL "u 1116 IN RELAMN TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTEN APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. 06 BEVEL CUT ON TOP CHORD OF TRUSS ': DATE' HFIGHT PLr.�� `.%!EVV (3)16d TOENAIL =D ---\ « r,�r_ u �E_- 8 DETAIL „ LEDGER A i TA- CHED TO FACE OF TRUSS J. _T :� ;! „R :a �t lAl 'AI!_=R ^ T T A C ED�� O KI.N'G POST F4+ ' V G��►co GS uLQ2i H•.P TRUSS �x �G EA- uP CNA02D . C f\. I:NCS oP c �. .. HIP TPUSS l' vz� :,.,U , 0 a titNuiilu) fist' KAlt"I 1":K S' S1 TBACK, r ?: LIX- ITA'Li SIZE REO'D TCF 0I -Vo til' FL fil F: 3tr. 1 0- 2- 3 613 4.55" 1.50" 2 11- 2-11 761 1.%" 1.51y' SU DEP &4 H 'li F. Btr. PU1+T N3 LLISED Cti ULEII LU -LER 11?LL1:S. 3 T[ -USS fU: RAF -4 Qty: 1 Platin-) r;:e_ • /.Y51'iPI - 19i- WIS DES!Gl 15 1}{_(1113S1 PY91-T OF NATIPLF LGAD GASES. PU:TE V!•L11ES PER KE0 RESU•ROi REMIT 11107. Perm "--ret bracirg is rtil.jired (ty others) to orrlm«it rotatiai/ic,�Lirs�. See H15-91 Erne. MS17T'-H i-1975; 1(l-4., fu 10.3.4.6. 1_i nvg: UPLIFT RUX111.1i(S) st(:f.or1 1 �t y'' 2 1„nt ni,),oct this truss is 6_sitre:oj usirr3 U•e LRC -r;7 Cui:•. B(C13 JY to cd = Yes, Erri Zcn: = NJ • H3rricre 0.ttn Lire = 1:3 ,EP.pp Catr= C = 97.COft, BLd7 Clidth = 6.O ft, 31113 Lc. h r.71 M,) lheiyit = 18.32it, t1t11 = 0 CLassificatiai = 4, Deod Ioxl = 12.0 psi LG'D u, -E Irl DcS1Gf Lar -DS Dir L.Plf List R.Plf R. Lc-: LL/TL TC Vert .0 0-0- Q 142.3 9-10-13 .53 TC Vert 30.0 9-10-13 :.0.0 11- 5-12 .53 , - LI -L•12 i 1 2 2.83 3-54.;It I0-3-12 172" GAP NIAX 11.1_ n 3 4 Qte�/rYiH� Il•t-12 i'i'i •.o c5 '' ..� o��`� f 3/1.5/99 v�. trua.,e;iysL.er�sfiP.l'�tesc arc 20 oa. unless o' n by ' ib", ib ua.) or State: 5/i6" = i' "H't'P.1.bC art), positioned per Joint Report. Circled plates and false frame`nafc;;_are-'positioned as shown above. 1 1 u0: LLMiO { wf RNIAIG Rend Eli notes on this sheet and give a copy of it to the Erecting Contractor. TBF : 29.3 Tlw design ii fo: art iadi•idsal bulidtrg romporr_nt II has been oascd on .pcciEcadgre ?: m•,dcd by the compare<nt tn7 nu(octurcrEnd do:r' in Ctil:: Customer Name: accordance uih �c rut;cnt msion of TP! and AFPA design roodaid:. Nu tc, puw ioility i, ono rned neo: dimera io,ml acruncy. Dim<mio- :arc w oe u r i vorined by the component war:facurer and/or building duigntr prior to fabtirdon. Tbc building deeigner slult aecerhln tut the keds udliztd or, Ds9nr : e LC = rFRUSWAL his design meat or esceed he Imdir,S cnpn.ed by the meal building cede. 11 it assumed ttisl he chord i, laterally bneed by he roof or f1w, TC Live 16.0 psi DurFacs L=1.25 P=1.25 �'�''��-7y r L` s1 -thing and h<tCtUm chord is la:enliy braced by a rigid .hcahing n—,Ll dircedy mtuhcd• Urdu. ohcr,wc no'ad. Ondng rho,. -s b fns Lv,—1 l �aL-�aC�CJ SYSTEMS supp,,'t of cmcpnmd m<n:bnn —1y to reduce bur:Jing length. Thin cnmpnuot .kali oot be pLiccd in any t-ira,,mem tial -,ill ane hemou:wc TC Dead '14.0 psi Rep ilbr Dnd 1.00 cont -rt of the a-ocd esc<ul 19% and)- sous, eour_ctnr pate eorrocion. F21,fm:c, L,rdk, instill and bmcc this tress in aceordacre with the folio-, B( Live psi Q. C .Spacing 2- Q- uas t:oswp.,'s Dr., Colo Spin E,, CO fn:07 standards: "fRUSCOM MANUAL', by Tm,—I. 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST-flS). -HANDLING INSTALIANO AND DP.ACiNO NIIET i. PI.ATE CUttN6C-TELA WOOL) TRUSSES'- (IIID -91) and '1110.91 SM'. -M 1ARY BC Dead 10.0 psi Design Spec UBC -97 S1111131- by TPI. 'nm Tri.: I'L,ie ir.,dwte (TI11) is Ir�rcd m.5°3 WOn,.Nin Dti.. m= eieon. K isemuiri.53719. The Arnerinn Forest and Cspe; Deft Ratio: L/240 TC: Lr1W Ip5.0 Version 09.30.98 TOTAL 40.0 psi PRESSURE BLOCKING DETAIL FOR END JACK 130T1-010 CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 PSF f l i HIP, NO i i ItJ �S PRESSIIR13 BLOCK 3-IOd 3-10d PRESSURE BLOCK SIDE VIEW 1 3-1Od WMI 4-I6d NAILS WITH 4-1Gd NAILS 3-I0d END JACK BOTTOM CHORD OF f PRESSURE- BLOCK 2'-0" O.C. TYPICAL IiIP NO. I TRUSS 3-10d NOTE: ATTACH 2X4 DOUG rill PRJSSURE BLOCK TO BOTTOM CHORD OF HIP NO. I WITH 4-I6d NAILS. BOTTOM CI -[ORDS OF END JOCNTS-ARE ATTACHED WITH 3-10d NAILS AT EAC[I Elff tr ' 'IL': ,,/,c ,• �' �'' / i50 7' c.�• • rn i� r'( ;. O�af�. � PV I COOE SPXCU(G oAfE '+f"'. -r•" n IS "'( n(S"VI'S 101111' C• ou<^s In •s(t^1. b, I.r.l +kI k to. V'I ,, SO G" '"Is Gila• ••(t' o= t'ctto '•< T1�'20 UBC NA 5115/97 �;v� vt'o w'us rv'o�to or n< sl �e11fr, ..n n•t u•t lops -wosto evuol•'c can o° uc•l Cllw„Ic no^os. +n tsra'sIa(LI 1s .ssv�to e^ 01•<•'S10'•'( .ctv+•t• •t'v' .0 �� ol..c."aa, r•nin^ to r.anu+non epert<1o^ ^alts s"o••' , C 1^vs +: 16. M p' ro c•w. .S snunto r nn!(.I ion •n.lt Io -,PL vl lu 1,< nV11I t CUM PC -L, •,,e/•l' 0' "< '^Vss l'4 Iu; I!rrpt "r11 rq nq IIq/S`,l InvSCn" +ll Pr14,lS 'UI SrIC Ir IC'll+ tits rn( 10 8l lOV'll• 01•+IC{n .� 0(,'011 .'r4 p'4� lift,`,, n^•CI'. rIC aJI nfO 0' 1"A—clo't + -1`91^} IS •'01I.0 0"•+"Is M'•11. ..ic la Sir.•r + S 1„t ICt' C17MIIf n fll. CC'rI 11/411111 gn.Crp U. SI -1-1-1c r•41 �: OrI<ovl;, •+ lU ':1 •:I1I r,r 11 irl; Itr•,• 10 11�( g91r0" (.,o^Vl II •'1Y!et 6n. C'4 �. !.�II'''•.r1 •.U' I •�I101'•� 1. [`�, :/,.3(`] II•(C'11•r^ Iln/f'�(S I'1 (.Vrlo'r1U TO SI(• 0'�Sf l7"': r0`i(1 'l6•"OI•IL (-rrl�r.n� r 1(110•, —•—• �7AC�V�.7 (..)1 Llil�i 1j'I.r:lrr: -"I1,� 1i r(.. rS lTlln p IC nnl '+1'II pnr(i'r/ rr.0 00"I•r�l'•( n(•In Ip'pn.(1'X .7M „u1f15 (n•••I ••r .... ..IU ICV-wr„p, r10•r'S 11oi! ..<m CO•n V;10•r w,r rr15' <0•'CI o,.I.16 npnr'o �� 11!rrry. ..rn• 1•r1(inlpn O'•nlrr(. lCC+110'r1. (r•,1I11'•I nf. •rW r.•('(.gro1 ^VSS 0 vn!.1 ••' uryGr IgVSHJAL 5�5t6(�t5C0f7s'ORnllOt� 1^;'•11•,10•• '•usu.s s".0 no' ot. ^l'Cl0 V, r" (rr+",pr»rnr •.+ .111 c•ust n< ••015'U^l (:.••(.'• a H •nou u 1 •cV0 nt r.ruv^ c•ust co'•aupu nl.'t ce^^vslo•I (r+a I, •'.trI [acts;•'•. Is etf' t<It^••r'to e' .nnncwlr; •''•tln'lo•+ o' nr(Pltrrtt Ilan naPlfOn( I; oU15101 "< ;cont r ^1s^aale«1'• o' 'wS•rl RECOMUMENDED 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 ENGINEER OR ARCHITECT ON A PART:CULAR 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 TIiAT 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'. -BLOCK BLOCK - BLOCK BLOCK -- �.�- TOP PLATES O OV C CHORD TRUSS SECT. A -A ) PROCEDURE: -L,_j 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 COYIMON N:tILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WI'rH 1-16d COMMON NAI!... 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUf":-3 •3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (C"IA—EQUIV. ) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE'T'AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ 'X' BRACING�� B.C. OF TRUSS OR •� END VERTICAL RUN ;' n �,.✓J THROUGH TO BEAR IN•Ga ;� ,t � J 14 of 1A WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR \r� s7,�Trc a 1 MUST BE SHI12,741ED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE% THROUGH EACH TRUSS. DIA.GONAI. 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING ' (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. k° 'X' BRACING IS MIN. 2x3 MA' .PERIAL WITH 2 -fad NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICUL.F_2 TO TRUSS 2 BOT CHORD B 22 L— TOP P� � S Err.a 1 16d COM4MON NAIL OR Q SIMPSON STC (OR EOUIV.) rRUSS-( r I FILE NO. CD -1 DATE: 9/10/92 i REF.: DES. BY: L.M.ensy.- WALL PARALLEL TO TRUSS A L=TUD� .._�:-. BOT CHH, f 2X SECT- C TOP PLATE 7 16" 0.C� (TYP.) OV C CHORD TRUSS SECT. A -A ) PROCEDURE: -L,_j 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 COYIMON N:tILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WI'rH 1-16d COMMON NAI!... 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUf":-3 •3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (C"IA—EQUIV. ) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE'T'AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ 'X' BRACING�� B.C. OF TRUSS OR •� END VERTICAL RUN ;' n �,.✓J THROUGH TO BEAR IN•Ga ;� ,t � J 14 of 1A WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR \r� s7,�Trc a 1 MUST BE SHI12,741ED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE% THROUGH EACH TRUSS. DIA.GONAI. 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING ' (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. k° 'X' BRACING IS MIN. 2x3 MA' .PERIAL WITH 2 -fad NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICUL.F_2 TO TRUSS 2 BOT CHORD B 22 L— TOP P� � S Err.a 1 16d COM4MON NAIL OR Q SIMPSON STC (OR EOUIV.) rRUSS-( r I FILE NO. CD -1 DATE: 9/10/92 i REF.: DES. BY: L.M.ensy.- WALL PARALLEL TO TRUSS 2-X4 BLOCKING .._�:-. BOT CHH, 2X SECT- C TOP PLATE 7 1-16d COMMON NAIL OR •��> i_ ?'4" O.C. SIMPSO'd STC (OR EQUIV. TRUSS CLIP to l►� / �s. P rRUSVVAL 0 SYSrENES TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE. SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (803) 322.4045 (719) 598.5660 FAX (719) 598.8463 DETAIL) FOR CONVEIKITiON'ALLY FR)% iED VALLEY SI -TS PLAN VIEW A OFT AIL `-ALLEY RAiE?. 7 YP i ;LOCK D=Tn+L C L h G PURLIN :.?USS TOP CnORD ELEVATION, vl[v; 15• Nolen: Tne rn•: ii.irn To': t Top Caorl Load - 45 PSF TRUSSES L@. 24" O.C. l.5nimum Top Chord Daad Looe = 7 PSF The design for lalo.l loads and their c :nnoctions is the roaponsibilily, of the Building Dr.-sigaer. The details GIRDER DESIGNED TO SUPPORT provided addrr z gravity and v.ind up'i' ;ends only per the USC. i4E-TIE•IN" TRUSSES �\ The maximum nnnd cpwd is SS NPH. 75 11 W -,n Roof \� Height (rn:; .), Exp. C. S ( 160 boa roilaro rypical throughout, or_ epl ac noted ( in doutis ). The Center Ridge ?after (CRR) is 2 c 5 stud. Anach this to the 1 x 6 with 4-1od to. nail. ( 2 from c cn face J. Anacn the C opoosilo and to the. truss the same. r` The Valley Rahers, Pullin!:, and blockir..: malurial aro 2 x 4 slue. ELEVATION VIEW r� The bloohing must be spaced 24- D.C_ ad be adoquato.�• h.ced in Iho laio.i dirocfion at 6.0.0 O.C. Arl=h this blocking to the Valley Rafter with 3-15d. Anacn this baceing to the purlin with 2-16d. The Crus ' belay the valley are spaced 24. O.0 Tho purlinc•aro full Inngth undor the vz,Pjy sot and mus be ins;shoe 21 24. O.C. They aro to be anachud to o:ch overtapping irusc lop chord —1h 2.16d rails. if ;hey ara not onu eenhn;rous length, add a 12' tong naJor to the face of the truss top chord:-.vVi 4-15d End one purlin sc:fiDG. on the Im", and bep'n the addifionni s _c!.cn on the nailer. b. t_1— fiAp TE:? s 8 penr'elor runnor must be a^aCnv_ Ihraugh the sn,.a thL,; anc into f5, nach truce bulci v.ah 3-5d bo, nails. in•G I . S lollov: the outsrou otvli e at the vcutry. —(1+ me vulley i? -nor- arc paced 24' C C. ` .:cn I.r , wto the CRR v-ta G' T 1 _-1:ea naAa.IArrn - opv o e lho 1 34— loo --I.. aL::.yaa`�.;; wiz! -t ] t5d;•r`:r.9�`' r'i•:b v(q`- ' .�;• ��_ ^„`l.� ;�•�` 7 ems: ., l� •�� , . .%'/`-r'ii�•�j/`�� L� 'may t''� !. ' O ,. rO -- 7, 2 i( e BLOCK WITH 2 - ISc h'R VALL_y R 1ER 2- ;TOc L 7 n.a�sv .Q Op 7n E' SHE. I H I N C TRUSWAL SYSTEMS 444.5 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 593-5463 COC! 003160A 1/10/01 users of Truswal engineering: The TrusPlusT.M engineering software v✓ill correctly design the location requirements for permanent continuous lateral bracing (CLB) on mercDers for which it is required to reduce buckling length. Sealed engineering-.-awings from Truswal will show the required number and approximate locations c braces for each member needing bracing. In general, this bracing is done oy using Truswal Systems Brace -11,T" or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and ade=quately designed, connected and braced to the building per the bu lding desioner (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also 'satisfy bracing meds for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace may be nailed flat to the edge of the member with 10d common or box nails 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 cf 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the. -Member nlav be nailed to one face of the mernber %,with 10d common: or box nails at 3" o.c. if only one brace is required, or may be nailed to both fads of the member if tv✓o braces are recuired. A rninimur:; of 2x6 scabs are r quiz ed for any member exceeding 14'-0" ir° length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or a -y other approved method, as specified and approved by the building c:esigner. 11. EXAMPLES 2. 'C "T" BRACE SCAB L j Please contact/ _jcuswal enginee.i.fi'there>are any questions. �� y tT' it '�•, :: ' °�.:.i 19 Var'niing GENERAL Famflianry with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (d required by the CONSTRUCTION DESIGN DOCUMENTS) Is rutluind to properly erect, brace, and connect the trusses to the building ,rystem. AN ofthe cure and quality invohred in the design and marulacure of wood Irusses can be jeopardized it the trusses are rot property handled, erected, and braced. THE CONSEOUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND.7MATERIALS, 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 Uuss amclion. the builoor/erector shall meet with the erection clew lor a saley and planning meelin,). making sure each crew member understands his or her roles and responsibilities during the cmctbn process - TEMPORARY ERECTION BRACING Trusaea ere hot marked In any way to Identify the frequency, or location of tempbrary erection brocing. All temporary bracing shall comply with the latest edition of Commentary and Recwmm0naad0ns ter HanNirg. Installing d Seaerrlg Men1 Pl m Connected Wood Trusses (HIB), pub- lished e/ thu Tfuss Plate Institutor, arnJor as specified in the CONSTRUCTION DESIGN DOCUMENTS pruparod by the building assignor. PERMANENT TRUSS BRACING Pwrnanom brlcing for the real or floor trusses is in, msponsioibty G tie building designer and should bo ow shn on Ila CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locatins ofor indrvfa- ual comprus"On mumbers of o wood truss are shown on the TRUSS DESIGN DRAWINGS. and shall be msuaoo by I.ne building or erosion contractor, This bmcirg Is needed for the pmpur performan-ce W Individual uusws within tihe tool or floor rystem. The design and C action of the bracing to the truss 3..4 then to the o Mil budding system is the responsibility of the building designer, and is in addi- tion to the porrnrinunt bracing plan, which is also specified b/ the building designer. SPECIAL DESIGN REQUIREMENTS SPedal design requirements, such as wind bracing, portal bmcing, seismic bracing, diaphragms; shnar walls, or other We trans -for Momentsana awir connections to wood trusses must be Considered ..oparatuy by the building designer, who shall 00temino size, benison, end method 01 CorxleCbns for 'all bmc5ng as noodod to M3sl Close forms. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning wish filo unloading process, and throughout all phases of wnstrucfion, care must be tap..en to a -;a LATERAL BENDING of trusses,. which Can =Use damage to the lumber and rnetal connector prates at IMI j0in3. 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 SIT= HANDLING Spreader oar for larger Uus50s ALL TpUSSES SHOULD BE PICKED UP A- THE TOP CHORDS IN A VERTICAL POSITION Proper banding and smooth ground allow fcr unloading of trusses without damage. This six done as dose to the building site as possible .o minimize handling. DO NOT break banding unti lation begins. Hand erection of trusses is al',cwod, provided eecessiw, Lateral belling is prwer 00 NOT STORE UNBRACED BUNDLES UPRIGFT DO NOT STORE ON UNEVEN GROVN n wsw: a;a sawn wrooey, they s+.t ry emcee ir e e W- + v uweo horcv Y. t, ';r.I V¢ t r1.rvKr Leal war pnrwnl i-wicv m scv,A,rS. e.v,era.y, rn ^;91M so — 4wr r:we,rn, n at req++r+'1. b n arur � cr ne nwKj t acne j..:l y;w to �suenrkn._ �rer.r ewe6rp ua mo,snrr po,h CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRI° During long tem storage. Wsses :hall be pnteclud from Ire envi.o nxxn in d Tanner that prt br adequate nlilawn of ale trsses u. If tarpfulins or ell., material is used, ext ends"s'1.na n be Ia tors vrrventilation. Plastic Is mol ntiommmued, s_shn h can flap mo;5tum,: - H OI STI.N'G *, `'. ALL TRUSSES THAT ARE ERECTED ONE AT'A TlkfE,5HAL1'BE HELD SAFELY IN POS BY THE ERECTION EQUIPMENT UNTIL SUCH WE AS -ALL NECESSARY DAACING HAS I INSTALLED AND THE ENDS OF THE TRUSS ES ARE SECURELY FASTENED TO THE BUM AVOID'LAI ERAL'SENDING 60' .a Wss- A. j or Wss , 7aglinc � up fo 30 leef up 10.30 Wot'.., . Trur, stag is accopunfe'wbum thosu criloria are met. SPREADER DAR SPREADER BAR --� TOE LY TO TOL- IN —/-- TOE Ila 1_. ^'_' tf.^b7A cuss fanjet f wail up l0 GD loci up 10 60 feet Tagline 7dgrmc Use spreader bar in ALL other Cases. 11 shc-d be r,ofed Nat the lines from the ends d the sera b,ir TOE IN's it these lines should 'TOE OUT' ane truss may bid in hull. STRONGBACIU SPREADER BAR STRONGSACK/ �y SPREADER BAR yr A zn a y. lengeh Tagrinc' over 60 feel �'�— 0.,.w 60 Wel —C T. For lilting Trusses with Spar 3 41 a SSS 01 60 k!VL if is MCOMMendcd thin a s1rongba6YSpruader Wi used as IlluStratad. The = mn9bacYJspm3dcr b_ r should be attached to the top Mord and w d ,.mt at inlorvals 01 appftuimntely 10 feel Furthar, me strongback/Spreacer bar should be at of above mid4might o1 the truiss to pravenl ownumifg.- he suengbadUspreader bar can be 0f arry material 1 sufficienl slmfVh b Safety carry the weight of .the buss and sufficient rigidity to adequately moist be ing d the truss. BEGINNING THE ERECTION PROCESS Il 11 lrnt»r_Jnl k• len LVA✓..r a ared., COmarara b pro.:p. svaswm.w bmerag br , aRl Na:s ar ,Mm Th, t—,. moa bod to erW rllty I Pon me I"I Ings .0, =I:Cit y, u�oMae. one, this Hrs, sol ON nUr.uvyfy acss-0rveW, fie romail419 calla: inUMMI ray v%nn thR fiml Set lo, SlD g,ty. TIN:, Ira Purl— a a ma I— bmorg 5]rJ.m cl pn 1.. gleal .Gem M npr ..dl the bmi group .11— is b. -C. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR C,�p ustraay MILN)d tics em CCM UM CO INss.s Cn m AnoNor STIuIJCIOIy method wnam bek•bl d WTning eIX f el 1 n1c thJl am nR aad W. as\e ori•aninto 6.0 d CDn 6th,; pmn..Mwrohlbil brae.) tl the ..Mw it 1p magreone nM sONIMy arr�`bdJ. The gr_. brace Ce me Ium I— hgidy M PI... I— me btcior al the ab Ad De s .Popo: Y: 5.'Carf Dr/Ir, hot H G �l w hoar ),,*I. pfp.iJnmCE thP Iis L IanCHlty 6Yllplulen omn ,,,. AOdP: v 9-1 brnem 1, LAA. a -Ae d— and eapdpo a a,x A" me 9M."d brads., some:. I'n"m. a,We mo rep: j g, are L. Ipmrrlrnemlrld. Soeuray L'WeA the li m lhs _ to CM middle of On 0,110- NMC LY.a' N glwra om e, M, Brlr_o Ina bracing almTar to ritorbr gra^p Dnitirg ke rrst btr dmctr! N Ede She er- at Ian. Sol w.Cs t- the middl. t0•rnm the e10 w,n ac rw.s .1 tcp eno.c a of ma LV IONAg, Plopery vlaatlmce tM, nrr.l set of I— / Vr » wtenl bra. Y, to I0- W, t<Lxv mmpr:•Ig BOW meet and sewn mraring IrrnP-rt' a pormalwm). wsscs. 0M a am Inl-1 I _ rr� ar �� uy Fra trv_a ,(• .� i!y Irrn(yJra7 %W,n•It wall p !' 17 �'�^ lorrlPomry sG;tbrc4n) / w (� (�✓ {�y p Innlps woad nslJlling t Ti` -*5` FrA atv n W ..cis 'Tow <' I / ~�\ .cu � dr•.v tan utrsas) Ge•_.n.! blr bmuf_ tr.brx3on \ `, � 7 Deco Baav br plr::a: G no om\g ♦.\``,, \ - Dsbr H..ded Neil•. e� rtAt�\1 ��_�� r'.A.al rNllirtM.:L•l• \ ! a4st� Tri: 1—; 111' nu i IY.•' n•vaoon Brow r- M tallgl• ♦ sa.ry uMrraaraa 'C)wld INADEOUATE SIZE OF BRACING MATERIAL OR INADECUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. ?�f ERECTION TOLERANCE I4 I L<M. L7 Langan �. .LL.� s.l•_i � —•� al � J._ _ pr tu.nra �t}'av w . Lasy'1 ""'M b ]2 t• L—zh 1C 1. 32' :' 1' :7 • PAaro B:o lairres a rver .L«sy.•s .•_7 a own . 2 Ca -sr: W , .e1 •rr n lo..rarscw b if v tp ovslv.ir, An aero Alco mol a now 4w, AND TO ACCOMPLISHING EFFECTrve DRaGIr & -. -j ola.swa .+i? •Ic+nrvro•p+t 1— 0—wip P,_m IM odea Iw mo r.Pnscuce of rnU aCl o [vaorn w'M root shaapvrg p and punHla am'rxstapvl Trues.. Inerfvr� U tr ' r4n ov a rvTks Ip - mW c' Ce ICO a_ladNalr a +tHY1 Nhlg b aFy W, -4Crp:110 CVm11p 11W Sp.: W, a1 Inn. Wadrq, sAtiCh I. . 4—n!GaCC Ol br. vrriry. WHEN SlrtrAT1IIHGO MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING V\�•_ • .. F t aV 00 NOT. INSTALLTRUSSES DO NOT -WALK ON DO NOT WALK ON TRUSSES ON,TEMPORARILY UNBRACED TRUSSES OR GABLE ENDS LYING FLAT CONNECTED.SUPPORTS arnecn • ... „ nlAuwR, nanprn. b1.Q a r�uag N q nal•, Wn,wIYA,Tnrs, \ / // ]� .. _. pat •l. t>D!t U Ow .•.K..-•K%f. FM"NM a J •c�Imtery .rw pnaprrHl, plac.d .arq ynnenenly ,u.uu, vJ b,s>e L•u:a blcwwC:.rt L.girm.•No tn�w / 1. /_ _ ,nu0 a.rver ar. aaalrM M a)r1wR r Lars 1hCl Ivlry lad �� : Cir' L.4r DI Ce pA'ery cvwrekw.a Cw wc9arpn9 -1�npanlelas NAAINCa SC.V.LS'TO THE END OF THE BUILDING TO '"•IC�dOr ItjillrKJ .BC•}CETRE FIP.ST TW9.t. 1$ nx PECCMNLTNDED. \Y M PA*S d Dr>x•'g alxsiAd po n » so Inn oaks uo NAILS 'IN WITHDRAWAL • d•Nat1pnsPorldlCUm w. Chu a.eaixl or trm, a ural WELL NAILED (PARALEECTO..FORCE). nligr :,. (PERPENDICULAR TO FORCEI BRACING REQUIREMENTS FOR 3 PLANES OF ROOF TrTYanry we bnalg Inas De a,•pa#4 to Iveo planes el Itw m.r systom to Conon 5wo5p- Pwno 1) Top Chcuel Ln'»nw+sTJ, Ptnne 2) Dt,thN,t Ch.M (D•ad ] pt-.). aM Pwne 7) Wen —bm PC— p,fr l otane purporrieutar IP vusaas. 1) TOP CHORD PLANE MU :nportarn Io o» L,,;b , or 21 BOrTON CNOND VLAH In —r P, Iqq px.r ,cn Oa W. — n .1 -3 i1 '_•N pIN4 d p Pop -mg on tM Dd1Te _.. Iunparafy b! ,_. b I-- Crora. TMs 1.0 etapl P • .vaGr!p1id0 la Nass b _d_g Lvrrr.ir". M me ICP d the L011om Chlro. pulpa p.ry .n O_, w ehu.CI ed. Tel, Capt C_6 YIaO Yrnb mttnl•AR I aleml aepng u praaMwn trwv' ..rw.n.n I C god• B . ^9 r e.g OI. t N M"— Ur Fionorn Clrsr;,' Alvu:rrYr blr Ur ^ J{ /1 Mleml b.611) capped r.T r.r• ln:onl Dmarsg L4•a'NC„..1. 1 qrn I..o Irvssn: al� \, to IC' .nCn nrsa, ��ml s tJ - lam< vm w C\_y`j`'/ D PPP alp` �. C ~ rbl to s,- I.- a Dnlepg b Ol.gcn•I M•CI suppvl a a006agorul repa.Ino wary :0” at braorg a1 anpro:rsaley Or' tingle t0 tiv..ne 4 (repeat al epin Cod:).' l ' Lag :,:pus. Maw hal: u oth.l spadrsg =ff1gw lbns EXACT S?ACpNG DETWEEN TRUSSES SHOULD BE may leou)m Cuser spaang -h latard aadng ado Mw 4TAL•.ED AS BRACING IS INSTALLED to arv;d esa aa•.er 'ler Ic bt, .aen eat h. CousWl ma LvIFCp•B naenrd w. pr.C.lc r• d Iomc •rrJ bras; to .0-1 sane• oasrc'. HIE, DSE (Re�rrvnerlrx� Cesgn S:.rs+caaa: b s7, TNs as d'arljvsling saran j c n ouu. call to '"r f morn ry Pimm, d Mewr-pu,! CorNx:ee IYns� ICC.M d ar»asx. run Inm a111» w'r bre. T--1 sVTCA•. TNs; Taehnolpgy Io. odId— 'rHKora y 0= I.1rr. DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 7) IVES MEMDER PLANE -X BRACING. AS SHOWN. 15 CRI'T'ICAL IN PREVENTING TRUSSES FPGA: LEANING OR OOMNOING. REPEAT AS SHOYN TO CREATE A SUCCESSION OF RIGID UNITS wleml bmdrg � I ma>. nwa. Xomting shout' bl Inswono M -1fJ cab n»mpoR .mcrnrcr po:s'No, .1 tv near latcmt bmen7. P4,,oed raeadarg rt+oy Oe subslitNod Ox X-bmcv-% ./q Wub —.b,.e • • s l •� ��\ Dawn awn:: DO NOT USE. SHORT BLOCKS TO BRAC INDIVIDUAL TRUSSES WITHOUT A SPECIFIC GRACING PLAN DETAIUNG THEIR USE BRACING REOUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORDTRUSSES' �ter'�='lR.ntirLT.�a" Nal.: 7.9 0.- a : SUM -b rr..rntn.e un Pot v,p.m. :, o�arr m nWt.e nrawirsT: r.awc:n, i STACKING MATERIALS DO NOT PROCEED WITH EUILDING COMPLETION UNTIL ALL DRACING IS SECUREY AND PROPERLY IN PLACE ' Ptn^b.m r+.s: NL"VEI'I STACK MATERIALS ON UNDRACED P;cy.r oaviw:m dcavus.,.-:on mnu.nd: 4 OR INADEQUATELY ORACEDTRUSSES -;C NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS n(Ncl NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE Axyroptaye o�•s:l as W. bnC ben..g won c•.�o 11eJe ,� �cib' •an u..nya at10, mn1mL+H, o»v Iwo u more Ins»:. Na n arcrac .a• mnam,n bon beam, .ro• T as mon M{.y vq mnauui.;al larwnacn un uln:rws: la • m.an pr•y •bnj Cslts%pc ss.FcaT'v+) mn.N.nr. p O•ecP' pv+r .spa at>PaXwsg nwKar•�, Tra�v` , o . r.x pms�s.d Ipr oynnmic sa:rds (L... sp.r:) Eal.m. ears srAosa: w Ia..nr1 .rxxs ba_m, Ar<7 nueiv, CDnfInKW'1 rralrib4 Irc•,nd maaM, rtrMiJr�ra' raUIP math, .Ic.) M ase rod a roa •yslnn, 90. � Party pcest II :•i.ry r, I r / ,Puft +<:w MW'nrm :ha/p be bolod al NEVER CUT ANY STRUCTURAL P'Up^N �nU (,n _ o, p rail Supp- rm _ VER, .,.1 y M bta:n mal h.— Loon ",-d kw MEMBER OF A TRUSS. Loo:. . CAUTION NOTES Crcr h wall— A+ea•N.s'a arm•nlraa, U baps ty orr•r..•ai1 La CCrlrCl eo by e. cvslraaa a retcrmT,Ne cps. IAnpe BEFORE erK'CYvmf tN+sas HMa�ni Cur , d rvan:lnrn,ml b ems:aarv: a pan d ramal rwm.n,s uar W. oc.» by mo aronr e, o.eepan wA• P—M. Amy Ik v—c— Cut ++Moes Ih• Marg, a]sn.;, U r.,l,-atmn N arty P_Ix 1 Inns, rrrrrnMr U cOry _ PNIn Ina net tr•1 oMe 1-4u- l Ills apprPll d alp wca rnaruwGurer9r • IGeh,W WJrr i-1--k-A. Trr ma:nr.b, aM IrD'ee K an Yas.?KI b arr,u• peal a wear .r.: rut ncos SAFRY H place n . CVrN[lin, s:rwv.. TMaa remea:a.urru 1. G•C: G .roa rnu>•> njYsa+. Inns t+. otui.• .sa« rrCn d hoary larlri-sl Pa -w b M + Cus wx,1 May.pronr.v cry .c a GUIDC b Ica by a es 9-4 tll .a.0 o•+:P..n, d:W., a .•.ea:n m-+r.oa. Taq rw Ybaa I— Cavae. a Am Il .rp.avy Osdrirrt '^l rnsoaro+bN;.y b rin,n✓,n nnlnT bon Ib sn•, •ttaC•aa1. w nl.rce M mr Lliw w Y,brrla• Im ta.•' irJ Min Sel•aoo lea and npana rol.r•rsrcNl a ropnAlCla Iran HIB Eno OSS Ly pemiss:>n d e,e Truk Pale pot6u:rl MMSson, WL WOOD TRUSS COUNCIL OF AMERICA ArwOne VITCA Censer 6700 Enlerp,iSc, tams 9rdMatc Yan. A 53719 G05274- F;4R • 604!.274.3329 lax ra•lof%wO=J)com • w.vw. =Nrjn-..com corn cGy.' :01 +.,,:.: I.ax C.- ,r w,.r_n GENERAL NOTES NOTAS GENERALES HAND ERECTION — LEVANTAMIENTOAMANO Trusses are not marked in any way to Identify Los trusses no estan marcados de ningtin modo qua Trusses 30' cr Trus4s 30' or : �• . _ the frequency or location of temporary bracing. identifique la frecuencia o localizaci6n de los ardostres '— less, support -` +_� LJ f Jess, support at Follow the recommendations for handling, 9 installingand temporary bracing of trusses. (bracing) temporales. Use las recomendaciones de manejo, at P'ax. i - quarter points' I r/ Po ry 9 Refer to BCSI 1.03 Guide to Good Practice for nstalaclbn y arrioshe temporal de los trusses. Vea el folleto SCSI 1 03 Guia de Buena Pr3ctsapara Manyjp. Incral-_ lefpica i // II Levante de Handling. Installing & Bracinb of Metal Plate Connected Woad Trusses for more detailed el ad6n y Amidst d los T < < d Madera Conn 05 Con oral pica los j; tnlsst_ de 20 I-� I los cuartos de tramo Jos Information. Places de Me. tiJIM pyra mayor informad6n. Ales o mends. - - - __�__. _ __.I- trusses de 30 Truss Design Drawings may specify locations of LOS dibujos de diseno de los trusses pueden especificar I F Trusses up to 20' pies o manors. I Trusses up to 30' i permanent bracing on individual compression las localizaciones de los arriostres permanentes en los Trusses haste 20 pies ruses haste 30 pies members. Refer to the BrentCSI- miembros individuales en compresi6n. Vea la hoja res6me0 D dna/WeSummar 51", - Web Member Permanent Bracinb/Web Reinforcement for more information. All other grSf•B3 Data los arriostres oermanentes y refuerzos de los BCSI-Bot to los arrio (web a 5) para mayor informaci6n. EI - HOISTING — LEVANTAMIENTO permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del Disehador del Edifido. ❑ Hold each truss in pos,t:o . with the erection equipment until temporary bracing is installed and of the Building Designer. truss is fastened to the bearing points. Qi The consequences of improper handling, installing _ a - Sostenga Lada truss an posid6n con la grtia hasta que el arriostre temporal este instalado y el and bracing may be a collapse of the structure, or a I truss asegurado en Jos soportes. worse, serious personal injury or death. EI resultado de un manejo, instalad6n y arriostre �"" i Do not lift trusses over 30' by the peak. a6np uados, puede ser la cnida de la esVucNra ai,n poor, muertos o heridos. r+1A� o t�"t {qy No levante del pito los trusses de mas Ce 30 pies. Greater than 30' Mas de 30 oles Banding and truss plates have sharp edges. Wear Ar. gloves when handling and safety glasses when cutting banding. Empaques y placas de mr_tal tienen bordes afilados. Use guantes y lenses protectores cuando torte los empaques. HANDLING - MANEJO A] Ow no more No permits mas Qj Use special care in than 3" of denec- de 3 pulgadas de windy weather ur tion for every 10' pandeo par sada 10 near power linl of span, pic> de tramp. and airports. +a 0 +o• V- T I¢+x +a I IV Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK �� b �M17-10 10 Bundles stared on the ground for one week or more should be raised by blocking at B' to 10' on center. Los paquetes almacenados en la derra on, una sernana o mas deben ser elevados con bloques a cada B o 10 pies. f -/I For king term storage, cove, bundles to pre - LJ vent moisture gain but ailev for ventilation. Para almaten-am+ento (Xlrmayor [Jernpo, cubra los paquetes para prevenir aumen!o de humedad perp permita ver lacibn. \V *:1 Utdlc•? rwdddu eSpeco. cr ilia: ventosos o crista ne cables eli'tanu„ o de aareouurtas. Spreader bar for \ truss bundles "O O 171 Check banding Revise los empaques prior to moving antes de mover los bundles, paquetes de trusses. Q Avoid lateral bending. — F.vite la flexi6n lateral. Do not store No almatene unbrated bundles vertica!menW los upright. trusses sueltos. Do not store On No almacene en uneven ground. barra desigual. + ki I HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagline 60' or less Approx. 1/2 —0-1 truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -in .\ /..Toe -in Spreader bar 1/2 to Tagline ��2/3 truss length Tagline - TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreaderbar% Attach above or stiftbadc / l`\\l+ 10' o.c. max. mid -height I L_ Spreader bar 2/3 to I 3/4 truss length —� Tagline t f TRUSSES UP TO ANDOVER 60' 1 - TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE Q Refer to BCSi:5.2 5ummiuxShe._ _ TLu551nstalfa: t tiort-a0d.TempoLacy-Brdmag for more information. vea el inwoInsrtBC.4LB2 :1DSWIati6tlCo 7t!.ssss_ ♦ p Y. Arilo;+u'e'reinpvrid para mayor information. Do not walk on unbraced trusses. No carnme en trusses sueltos. Locate ground braces for first buss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres oe sierra para el primer truss duectameme en linea con cads una de las filas d[ arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO Z This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies mbximo 30' to 45'- - 8' o.c. max. 30 a 45 pies 8 pies m3ximo 45' to 60' 6' o.c. max. 45 a 60 pies 1 6 pies m3ximo 60' to 80'* 4' o.c. max. 60 a 80 pies a pies maxfmo Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. 1 See BCSI-B2 for TC7LB options. Vea el BCSI-82 para las opciones de TCTLB. © Refer Summ»� SheQt_ � Siable_End.Flalne. lr, " f$dclag '^R n ;°•t vi, Repeat diagonal braces. Vea el tesumetl Repita los arrlostres BL5Lfi4�irziastLe 4el truss =Iillall- diagonales. Ce-uatecho-a atzs_ 0905.PSet first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four busses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasra que todos IDS trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces <\ M2x4x12' length lapped�over two trusses. \ 10'-15' max. Diagonal braces .. every 30 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web r �^ \\ $JIf71lldLYSbeei, Diagonal braces —Tempo and. every 10 truss 10'•15' max. spaces (20' max.) same sparing spaces (30' max.) as bottom chord lateral bracing Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 1 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES 1 EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Q, Refer to BS$]_9!_ Maximum ateral brace spacing $JIf71lldLYSbeei, 10' o.c. for 3x2 chords —Tempo and. 15' o.c. for 4x2 chords Diagonal braces i5 Ps'[.O1aIlB11[.lildClag. I f9rP�lwl(elShotd. �0' of every 15 Wss � Trusses for more spaces (30' max.) iinformation. Vea el sstimea BS.51&Z- do..tce •I ��M��, / r)ermanente de The end diagonal '�'• ' '> r r(� :, _ r �` ;; i .twKes.A"utrdas- brace for pntilev!red oaraletas para mayor trusses must be placed Lateral braces ;.r,,`,'•x,.t;;1;.,,. ,. informad6n. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. — Tolerandas para Fuera-de-Plano. Ll Length —+ Max. Bow Max. Bow BOW Length /./ ............ ..... i 3/4' 12.5' Max. Sow �"' Length —►' Length - 7/8' 14.6' Tolerances for D/50 D (ft.) 1' 16.7' Out -of -Plumb. 1.1/8' - 18.8' 1/4' 1' Tolerancias para1/2' 2' 1-1/4' 20.8' Fuera-de-Plomada. c o � Plumb 3/4" 3' 1-3/8• 22.9' bob 1 • 4, 1.1 /2" 25.0' i - 1-1/4" 5' 1.3/4' 29.2' i 0/50 max 1.1/2" 6' 2' x33.3' 1-3/4" 7' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION 0 Do not proceed with Construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la const ruccibn hasta clue codon los arr OstreS KMoteftlMH.Ightest6n colocados en forma apropiada y Segura. rdSB _Do not exeeexi maximum stark heights. Refer to @_CSj:dl glesS.VBtMM..ShQei_.CMr tf:ULttQn-Loodingfor more information. ockNo exceda las mfiximas alturas recomendadas. Vea el [.U,6MtjM i HSSLB9SaIfla_cLeCollStrSICCLdn Pam mayor informad6n. Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses indviduales. - Place loads over as many busses as possible. i Coloque tan wrgas sobre cantos trusses tomo sea postale. Y - Position loads over load bearing walls. Coloque las cargas Sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Q Reter m gCSl.@S..S.uirman.Sflest_n)ss_t)amagc JQtis lc�odiCsaiic.ns_aadlostallatpn Errors. Vea el resimlraLtl 51 B.S_Uanus_ci�icusseS..ModifiGaaoaes.rl>JQbra.y..ErroLP� de It15Ya1 ciA.n ®Do not cut, alter, or drill any structural member of a truss unless spedllcally permitted by rhe Truss Dcsign Drawing. No torte, altere o perfore nmg6n miembro estructural de IDs trusses, a menus que esti• especificamente permitido en el dibujo del disr_fi0 del truss. Artusses that have oom overloaded during construction Dr altered without. the Truss f4anufacturer's prior approval may render the 'rains Manufacturer's lirni:ed warranty null and void. Trusts que su hart wnrerargado durante la construcri6n r, han lido alterados sin una autorizaci6n previa del Fabricante ae 1ruses, pueden redudr o efiminar la garantia del Fabricame de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact thatthe Contractor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a patkuWr project. The Contractor should seek and required assistance regarding construction praetkes from a competent party. The methods and procedures outlined are Intended I ensure that the overall consWrlWn techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel it the wood truss Industry, but must due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer M Erection/Installation Cnnopomr. It is not Intended that these recommendations be Interpreted as superior to any design specification (provided by elther an Architect, Engireer, the Building Designer, the ErecaoNinstallation Contractor or otherwise) for handling, installing and bracing wood trusses and it does M Preclude the use of other equivalent methods for bmdng and providing stability for the walls and columns as may be determined by the truss Erection/Installation Contractor Thus, the Wood Truss Council of Amerka and the Truss Plate Institute expressly disclaim any responslbllity far damages saaw!/iriswn�g`it= the use, application, or reliance on the recommendations and Information contained herein. ARM - WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 213 N. Lee SL, Ste. 312 • Alexandim, VA 22314 608/274.4849 • www.woodouss.com 703/683-1010 • www.ylnstarg BSWARN11x17 20050501 COMMON INSTALLATION ERRORS ERRORES COMUNES DE INSTALACION Avoid installing bottom chord bearing PCT upside-down or reversed end-to-end. Evite instalar PCT que tengan cuerda inferior al revez o de reversa de fin a fin. iiA,II j�j��_i I I Some Truss Manufacturers mark correct installation positions on the truss itself. Two examples of truss tags are shown here. Algunos fabricantes de truss marcan correctamente las posiciones de instalacidn en el truss mismo. Dos ejemplos de etiqueta de truss est6n mostrados aqui. BEARING LOCKaON' i 14 THISSIDE UR TOP n UWw opc.�fWq CUMBRE Y �� i I7 ESTE LADO' f� LUGAR DE CONNER t ,. PARA'ARRIBA ^rr'f 7,. STRONGBACK BRIDGING REZOMMENDATIONS REQUISITOS PARA PUENTE DE ESPALDA FUERTE Strongback bridging enhances the performance of trusses by limiting deflection and vibration. Install strongbacks at locations indicated by the Truss Designer or Building Designer. Strongbacks should be minimum 2x6, oriented vertically, spaced :0' o.c., and attached to walls at outer ends or restrained by other -neans. Puentes de espalda fuerte aumentan los Musses de rendimiento por limitar la defiexidn y vibracidn. Instale esoldas fuertes en lugares indicados por el disen"ador de truss o diserlador de edificio. Espaldas fuertes deben ser un minimo de 2x6, orientados verticalmente, espaciados 10' o.c. y pegados a la pared a fines externos o comedidos de otra manera. Some Truss Manufacturers mark the trus with a recommendation for Strongback bridging. One example of truss tag is shown here. Algunos fabricantes de truss marcan el t-uss con una recomen- daci6n para puentes de espalda fuerte. Un ejemplo el la etiqueta de truss mostrada aqui. CONSTRUCTION LOADING — CARGANDO CONSTRUCCION U Proper distribution of construction materials is a must during construction. See BCSI-B4 Construction Loading, for specifics Distribucidn propia de materials de construccidn es una obligacidn durante construccidn. Vea BCSI-84 Cargado de Construccidn, para especificaciones de carga. SIRONGBACK BRIDGING " RECOMMENDED. ,�:r" CABALLETE DE ESPALDA RECOMENDADA .,...,;`„ 1 [J� Position load over as many trusses as possible with longest edge perpendicular to trusses. Posici6ne carga sobre to mas trusses que sea posible con la orilla mas larga perpendicular a los trusses. Neer overload small groups or single trusses. Do not allow ma-.erials to lean against walls. Nucca sobrecargue grupos pecueinos de trusses solos. No +termite que materiales se recar-guen en las paredes. This document summarizes Part 7 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Gine to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA 6300 Enterprise Lane Madison, WI 53719 608/274.4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 118 North Lee Street, Ste. 312 Alexandria, VA 22314 X03/683.1010 • www.tpinst.org r R 5$SN ftf:t,A>)iQN ND: F.MP41tA 1 13m, lit Wy�{ � � 5 CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PONTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Dimensiones del edificio concuerdan con planos de construction. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estan precisa y seguramente instalados. Q Hangers, tie -downs, and bracing materials are on site and accessible. -Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalacidn debe tener conocimiento del plan de instalacidn y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias tapas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. vea el res6men BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- lacid n. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Q Trusses are the correct dimension. Dimension de los trusses es correcta. Q Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredc-s de sostener son planas, nivelada y a la elevaci6-2 correcta. Q Jobsite is backfilled, clean and seat. Terreno en la obra esta relleno, limpio y piano. Q Ground bracing plan for first Muss is based on site and building configuration. Planos de arriostre de tierra Fara el primer truss estan basados en el terreno y forma del edificio. Interior *.*:.--T-- T Exterior If ground level is too far from truss -or exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exLerior es mucha, arriostre al piso interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB TCT LB Bracing to wAl or end jack for hip set -- � vob Fiml "w la Babb �. / Wlrnmul d bl.a Grouts brow �! Br u of Insrn \ m"Z-4u \ ;�\ \ a W �, -4*— First truss \ Grouro axo c roe mw�. G,arM Wall bracing bi b� (WL $VN 1 x bOWb 111kB �� EM broth llarizonlN J '' - .}..• Ib marJx:r wIN mull'rylb LLWk09 'I XTERIORGROUNDSRACING F INTERIOR GROUND BRACING-'- INTERTOR�4GROU DB IN TO WALL .. ARRIOSTRE DE TIERRA,EXTERIOR ' y a j ARRIOSTRE DE TIERRA INTERIOR. .': '.; .. r . - 'r1' . • li ARRIOSTRE DE TIERRA INTERIOR A LA PARED •.. _ %MWW�il� titwi9__ WCa�G.ea�i('gAwiPwARRYRWlie3k�Jr Yl ss r� Mac9 MAR o afta G �] Calculate Ground Brace Locations 2 o Calcule Localizaci6n de los Arriostres de Tierra Q Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. Use la longitud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. u.a.r e• o..r e•.ea. m_ s-0• se' s•c e•.i 37-0' Sp.n TCTLB Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cada cambio de inclinaci6n. TCTLB —�- 10" or greater. Truss attachment required at support(s) Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTCS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo *Consult a Professioral Engineer for trusses longer than 60'. *Consulte a un ingeraero para trusses de mas de 60 pies. Q Locate additional TCTLBs over bearings if the heel height is 1.0r' or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. -- Trus. Sp.. Q Lo©te a vertical ground brace at earl TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. Set First Truss and Fasten Securely to Ground Braces 3a Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de TiErra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to --he wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o tomo indique el disenador del edificio. Ejemplo del primer truss instalado. Yru-0 P TCTLB TCTLB locations EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ' IOTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA'INTERIOR ARRJOSTRE DE,TIERRA INTERIOR A LA PARED IMPORTANT SAFETY WARNING! A First truss must be attached securely to all ground braces prior to removing the hoisting supports. ADVERTENCIA IMPORTANTE DE SEGURIDAD d El primer truss Bebe ser sujeto en forma sequra a todos los ar.-iostres de tierra antes de quitar los soportes de la grua. Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra q Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma Segura a todos los soportes, rellenando solidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR •, ;,y, ,. ,-err ,. r ;INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA INTERIOR x 0 The three options for installing TCTLB spacer pieces. Las Cres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces 2 clavos en \ cada conecci6n 27"+ Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. 221/2" Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Opci6n 1 Use 2-16d deformed Piezas de espaciamiento clavadas Arriba 227/2„ 27"+ at each spacer to truss 1'/2" minimum N Do not use split end distance 1 /2 pulgadas spacer pieces. claves largos (16d shank distancia nails) en cada conecci6n No use piezas de de extremo 2 nails at every el truss. minima connection ( �. 2 clavos en \ cada conecci6n 27"+ Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. 221/2" Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's F specifications. 2�/z vea las especificaciones del fabricante. IMPORTANT SAFETY WARNING! Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. 0 ADVERTENCIA IMPORTANTE DE SEGURIDAD 0 Nunca suelte el truss de los soportes de la grua hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. Use 2-16d deformed shank nails minimum 227/2„ at each spacer to truss connection. Do not use split Use tomo minimo 2 spacer pieces. claves largos (16d shank nails) en cada conecci6n No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's F specifications. 2�/z vea las especificaciones del fabricante. IMPORTANT SAFETY WARNING! Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. 0 ADVERTENCIA IMPORTANTE DE SEGURIDAD 0 Nunca suelte el truss de los soportes de la grua hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. r 1� jay p' ( Rik;�vl'r�}��/ 7' Q Every truss is made up of lumber, connector plates and carefully executed engineering design and manufacturing. Cada truss esta hecho de madera, lamina de connecton, y con ingenieria ejecutada muy cuidadosamente. Q 'Damage, jobsite modifications or improper installation will reduce the strength of a truss. Contact the Truss Manufacturer or a Design Profes- sional to remedy the condition. Dano, modificaciones en la obra, o instalad6n impropia puede redudr la fortaleza de el truss. Pongase en contacto con el fabricante de los trusses o un profesional de diseno para remediar el problema. Do not cut truss webs. This condition needs a repair. No Corte a los miembros secundarios de trusses. Esta condition necesita una reparation. FOLLOW THESE STEPS TO CORRECT DAMAGE, MODIFICATIONS AND ERRORS SIGH ESTOS PASOS PARA CORREGIR DANO, MODIFICACIONES Y ERRORES 1. Report damage, alterations or installation errors to the Truss Manufacturer immediately. Failure to report may void any warranties. Reporte dano, alteraciones o errores de instalacion a el fabricante de los trusses inmediatamente. Falta de reportarlo puede poner en nulo la garantia. 2. Do not attempt to repair the truss without a Repair Truss Design Drawing (RTDD) from the Truss Manufacturer or a Design Professional. No iotente reparar el truss sin un dibujo de reparo de el diseno de truss (RTDD) de el fabricante de los trusses o un profesional de diseno. 3. Follow the RTDD exactly and keep a copy on hand; the Building Official, Building Designer or Owner may ask for this document. Siga el dibujo de reparo de el diseno de truss (RTDD) exactamente y siempre tenga una Copia a mano; el official de edificio, disenador de edificio, u el dueno puede pedirlo en cualquier momento. 4. If a RTDD is not for the exact field condition or cannot be accomplished, inform the Truss Manufacturer or Design Professional. Examples of Damage or Alterations Ejemplos de Dan"o u Alteraciones Cracked web Damaged plate Renoved plate Drilled hole Si el dibujo de reparo de el diseno de truss (RTDD) no es para la condition exacta, o no puede ser logrado, informe el fabricante de truss o profesional de diseno. COMMON REPAIR TECHNIQUES TECNICAS COMUNES DE REPARO Q Plywood or oriented strand board (OSB) gussets over damaged plates or joints. Madera contrachapada u (OSB) escudese sobre laminas danadas o ensambladura. f7l Metal nail -on plates. Laminas de metal que se clavan. W Lumber scabs or repair frames over broken chords or webs. Scabs de madera o armazon de reparo sobre cuerdas o miembros secundarios quebrados. P Truss plates applied by a portable press. Laminas de truss aplicadas por una prensa portatil. There are no "standard" repair details; they are generated on a case-by-case basis. No hay un "standard" de detalles de reparo; son generados en basis de caso por caso. Examples of Repairs Ejemplos de Reparos KRepair 20050501 f !j Gable end frames contain vertical members arranged like Flat studs. They are designed to transfer vertical load. Armazones de hastial contienen miembros verticales puestos tomo sementales planos. Estos son disenados para transferir cargas verticales. Gable end frame Armazdn de hastial . Q They may also experience lateral loads. All sheathing, bracing and connections must be designed to transfer these loads safely into the structure and foundation. Tambien pueden HE cargas laterales. Todo enfundamient arriostramiento y connecciones tiene que estar disenado para transferir esta cargas segurament a.la estructura y f bndacidn. DESIGN CONSIDERATIONS — CONSIDERACIONE: There'are a number of factors that go into a properly designed truss system, but the goal is to get the lateral loads transferred safely into the wall and/or the upper and lower diaphragms. Hay varios factores que entran en un sistema de truss disenado apropiadamente, pero la meta es que las cargas laterales sean transferidas seguramente a la pared y/o las diafragmas superiores e inferiores. ' Gable end frame Roof diaphragm Armazod de hastial -� Diafragma de tejado � f WIND FORCE FUERZ4 DE NOW ; � - VIENTO - Sheathing _ c:✓' Enfundamiento Ceiling diaphragm Diafragma de techo End wall Pared de extremo 0 Under -designed systems can fail in a number of ways. Sistemas disenados bajo estrandar pueden-fracasar en Varias formas. Roof diaphragm Diafragma de tejado HIGH WIND FORCE FUERZAALTA DE VIENTO Connection failure between top of wall and bottom of gable/ end frame. Fracaso de coneccidn entre la parte superior de la pared y la parte inferior de el hasatial. Excessive bow in gable end frame Inclinacldn excesiva en los hastlales Ceiling and finish cracking and related serviceability issues (i.e. construction defects). Rendija en el techo o terminado y asuntos relacionados de utilidad (por ejemplo defectos en la construcddn). S DE DISENO v Examples of Gable End Frame Bracing Ejemplos de. Arriostramiento de armazon de hastial and diagonal braces Diagonal bracing. and blocking by Building Designer by Building Designer Cuerda Inferior continua lateral y Arriostramiento diagonal y bloqueado am.ostramlento diagonal par el disefiador de edifido , Gable end frame B6Ga1ble 20040401 by Truss Designer Armazdn de hastial por el disehador de truss Horizontal L -reinforcement J: ' If required Lugar de rehierzo-L si requierdo ' Frame -to -wall connection by Building Designer Coneccidn de Ceiling diaphragm estructura a pared .by Building Designer por el disefiador de edificio Diafragma de techo - par el disefiador de edifido Gable end frame by Truss Designer Armazdn de hastial por el disviador de truss, Frame -to -wall connection by Building Designer Coneccidn de estructura a pared por el disefiador the edifido Blocking ` by Building Designer Bloqueando por el disefiodw de edifido T v Blocking Bottom chord continuous lateral Bloqueando and diagonal braces by Building Designer Cuerda Inferior continua lateral y am.ostramlento diagonal W el dlsefiador de edlfido B6Ga1ble 20040401