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07-0715 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 07-00000715 Property Address: 8-0455 WEISKOPF APN: 762-090-012- - - Application description: PATIO COVER - RESIDENTIAL .x ..Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 4057 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: RAY BUSCH 80455 WEISKOPF LA QUINTA, CA 92253 Contractor: Applicant: Architect or Engineer: 7C' S CONSTRUCTION & 48236 VISTA DE NOPAL LA QUINTA, CA 92253 (760)564-5811 Lic. No.: 594043 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: B1 License No.: 594043 Date: ; Contractor.—z 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 ($500).: 1 _) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). I—) I am exempt under Sec. , B.&P.C. for this reason ---I Date: /'_ /—Q 7 --1-10wner: P&ONSTRUCTION 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: 4/06/07 p � � APR 0 9 2007 INTI CITY OF LA QUINTA FINANCE DEPT. WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of.the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier EXEMPT . Policy Number EXEMPT I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, . and agree that, if I should become subjecylo the workers' compensation provisions of Section 3700 of the Labor Q6t, I slraN,forthwi omply with those provisions. WARNING: FAILURE TO SECURE W KERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST; AND ATTORNEY'S FEES. . APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for 'whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. 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, arldlhereby authorize representatives of this county to enter upon the above-mentioned propeo0yor infilction pty"ses. Application Number . . . . . 07-00000715 Permit . . . . . ELEC-MISCELLANEOUS Additional desc . Permit Fee 25.50 Plan Check Fee 6.38 Issue Date . . . . Valuation . . . . 0 Expiration Date 10/03/07 Qty Unit Charge Per Extension BASE FEE 15.00 �a 14.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 ---------------------------------------------------------------------------- 10.50 Permit PATIO COVER PERMIT Additional desc . Permit Fee . . . . 72.00 Plan Check Fee 46.80 Issue Date . . . Valuation 4057 Expiration Date 10/03/07 Qty Unit Charge Per Extension BASE FEE 45.00 3.00 9.0000 THOU BLDG 2,001-25,000 27.00 ---------------------------------------------------------------------------- Special Notes and Comments 305 SF PATIO ADDITION TO EXISTING [ENGINEERED]/ (6) EXTERIOR LIGHTS. 2001 CBC 2005 ENERGY CODE. March 19, 2007 7:48:19 AM AORTEGA ----=----------------------------------------------------------------------- Other Fees . . . . . . . . ENERGY REVIEW FEE 4.68 STRONG MOTION (SMI) - RES .50 Fee summary Charged Paid Credited Due Permit Fee Total 97.50 .00 .00 97.50 Plan Check Total 53.18 .00 .00 53.18 Other Fee Total 5.•18 .00 .00 5.18 Grand Total 155.86 .00 .00 155.86 LQPERMIT Bin 0 0 CrQuinta' ty Of La Building U Safety Division Permit # P.O. BOX 1504, 78-495 Cape Tampico .� La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: �, . 45 S WV J< v. ©pF Owner's Name: A. P. Number. U S G Z • dgD • � / 2 �. Legal Description: Address: �i"s S'' W 61 S K 0 PF City, ST, Zi Contractor. -7 G (� p C,a t^�V t �-r.• Telephone:rj(� 3? Address: ProJect Description: City, ST, Zip: .Telephone: A , t t C) U501Z--• State Lie. #': City Lie. #• Arch.' .mgr•. Designer�l brJ r"i-c9 iD1 Address: City, ST, Zip: (� vt tiT fy0. Telephone: State Lie. #: Construction Type: Occupancy: �j type (circle one): New 'A din Name of Contact Person: .� RepairDemo '- Sq. Ft ; #Stories: #Units: Telephone # of Contact person: 41W. 377.2d # Submittal. Plan Sets Stmcwai Catc, Truss Cala. Energy Cale. Req'd APPLICANT: Recd Estimated Value of ProjeM DO NOT WRITE,BELOVY THIS UNE TRACIQMG2. PERMIT FEES Plan Check submitted Item 4/0? Reviewed, ready for corrections Plan Chetk Deposit Called Contact Person 3 Plan Check Balance Plans Mcked.up Flood plain plan Constmcdou Plans resubmitted / �� (y Mechanical Grading. plan' Y' Review, ready for correcti Subcontactor Ust casae Electrical . Called Contact Person Grant Deed 6 p Plumbing Plans picked up H O.A Approval S.M.L " Plans resubmitted IIV HOUSE:-' Grading ''' Revicw, ready for.correctioWLssae Planning Approval Developer Impact Fee Called Contact Peraoa A.I.P.P. Mate, of permit issue Pub. Wks. Appr School Fees Total Permit Uees 3 e 07. �3Ra�z DUB: 3 20 07 � 9-37 Amount . FROM :XAVIER URAINA FAX NO. :805 481 1958 Feb. 27 2007 09:41PM P1 xavier urbina 1193 marbella ct. architect grover beach, calif. <, =l DESIGN CRITERIA AND SPECIFICATIONS Code: 1997 UBC Seismic: Zone 4 Me! CITY OF LA OTUi�INTA BUILDING APPR vED FOR CQNSUCTION Wind: Basic wind speed 70 mph! expo I DAT 4�_- Soil: Allowable soil bearing pressure 1,000 psf Steel: ASTM A36, Fy = 36ksi for structural steel (flagpole tube sections) ASTM 615, Grade 40 for #3 and #4, Grade 60 for #5 and larger Lumber: Douglas Fir -Larch, 19°x6 moisture content 2x joists and rafters...................................#2 or better 4x, 6x, 8x beams and headers.....................#1 or better Plates, blocking, and studs .........................Stud grade or better Plates in contact with concrete .....................Pressure treated Glue -laminated beams: Combination 24F -V4 Species DF/DF Wood connectors: Simpson Strong -Tie, or approved equal Dead load: UOP PtYWp• I.3 ;'h•' 4 P.ys. J. Live load: L t3ctz o��tt�I.l �;�1Ct o (� � MAR 0 8 2001 ID FROM :XAVIER URBINA xavier urbina 1193 marbella a PA110 $M • Vi4iGt1 bk t $M L ,gofl�i ZI44 A LtiuGu 1'i�;-E(c�d;7UDlD �IJ�iGH toPI T'1*4 FAX NO. :805 481 1958 Feb. 27 2007 09:41PM P2 grover beach, calif. 93433 (805) 481.-1958 It A= ; t lila X l , •'� :� 9.3 �'%a i 4 h� 02;�74aD X Is{.,�4n0 311.. 40 %3a0 23al.w¢ 503I. \,3A,1,'7;bjW X 1,WHXA1l •XZ4—� qG 0 I 1 n • . !( U 1 m: 312 x "� x-?ISA(a473; 17 +2g11xI.2� -G7�i5 It A= ; t lila X l , •'� :� 9.3 �'%a i 4 h� 02;�74aD X Is{.,�4n0 311.. 40 %3a0 23al.w¢ 503I. \,3A,1,'7;bjW X 1,WHXA1l •XZ4—� qG 0 FROM :XhVIER URBINA FAX NO. :805 481 1958 Feb. 27 2007 09:41PM P3 xavier urbina C'aorrN�y graver 1-1 4.374 110, W 3�Ax3a71?y�. f!_•7�•x �^ `, =137 Z8 4. Bio - - -'--1: 2?8!o•Z5 -1— x(V2. Gly G= I.Ib6. b� I,�►JG�f G5ll�.(ti;;Ji� �!Y} opt... IGts�l (J:tO = 7, (t 3,`r, v J� I.Ib6. b� I,�►JG�f G5ll�.(ti;;Ji� FROM :XAVIER URBINA FAX NO. :805 481 1958 Feb. 27 2007 09:42PM P4 xavier urbina 1193 marbella et. grover beach, calif. (805) 481-1 &Aw 3Cl pyP x ?0o P"F (780 2 2r�a I 36q r'00 n KIC, 1. �%q /10= P�� = '1, 31 �.�. = �'• q'►x 2' 1`� ('�'+ ��. pyla, w 3l, �A,WAY 6 000 614 60!?1rIQN FROM :XIRVIER URBINA xavier urbina 1193 marbella ct.. Lateral Analysis FAX NO. :805 481 1958 Feb. 27 2007 09:42PM P5 architect grover beach, calif Wind: P = CeCgQsl P= 1.06 x 1.3 x 12.6 x 1= 17.40 P = 17.4 x to' Ce = 1.06 (0-15') Cq = 1.3 qs = 12.6 1=1 Seismic: E = pEh + Ev Ev = 0 (805) 481-1958 p = 2 — 20 =-2.& 1 (1 min) oK .5 x 10!?8 r� Eh=V=3x.44x1 x w =.17w 5.5(1.4) 1. qt,H OH 6 k `TIAL VIQ W6614 APIT110A FROM :XnVIER URBINA xavier urbina 1193 inarballa ct j MRAL ANatrYe-,lg 61IKA 'A t D i FAX NO. :805 481 1958 Feb. 27 2007 09:43PM P6 grover beach, calif. x 12' -tf=12Z37111�;3= 42 PIr- �= 104 PJ F >t'."{. Ii 1. = I�25'# -�' _ 1��5�' t'F�w � I S 0ut:R?�rt�i,,�t WORE( U51E Ir7�5 � t 152ti1 t)TM- I'i b(� K I,Gj z 27/ 4h"0 w Ibr5F.xWw"s %12`x4=' 11+4 13,14�0 ILSI0� x K6 pO : 44% 85::- 10, 0 5=10,0 � !►�??7 «Mca pnI (A �7uoio (�1 ft'CH ADVMC?ti FROM :*VIER URBINA FAX NO. :805 481 1958 Feb. 27 2007 09:43PM P7 xavier urbina 1193 marbella d Jose IZ a—IrySwtI x II grover beach, calif. 93433 (805) 481 -1 958 do Wilk (S) �& 14 e> A 6' 0 " L09(i 0TM'- !�I,X)4010 K 1.4: ^>1(kip ,lz Rm = 13,134, X �' I'll , Yv2'�, i 17,,Ko' i� 0 Ir 3¢ - G�4 5o P51� < �4.a2► o?aIJ17 1 foo r"5 I�Llo F'h'r% Ir,;I =1116 Lou dEh W �'d12i1i10 SHEAR PANEL SCHEDULE — OSB BOARD MARK MATERIAL NAILING OIC FDN. ANCH. BLTS. AT ALTERNATE SILL NAILING BLKG. ATTACH. ALLOWABLE SHEAR WALL ANCHOR BOLTS O/C TOP PLATE SHEAR A 31W OSB ONE�SIDE 8d 6' O.C. 51800 x 10" A.B. @ 48" O.C. 314'0 x 12" AB. @ 48' O.C. 18d f@ 12' O.C. A35 32' O.C. V= 234 PLF B 318" OSB ONE SIDE 8d 0 4' O.C. 518"0 x 10314!0B. 0 48' O.C. 314" x 1Y AB. 0 48' O.C. 16d @ 1Y O.C. A35 32' O.C. � V= 360 PLF C 31W OSB ONE SIDE 8d @ 3" Q.C. 518" 0 x IT A.B. 32' O.C. 314"0 x 12' A6. 32' O.C. 18d @ 12' O.C. A35 (� 32' O.C. V= 460 PLF D 31811OSB ONE SIDE 8d @ 2" O.C. 518"0 x 10" A.B. @ 32' O.C. 314"0 x 12' A.B. @ 32" O.C. 46d � 12' O.C. A35 @ 24' O.C. V= 610 PLF AA 316' OSS EACH FACE 8d @6' O.C. 318'0 x 10' A.B. ® 48' O.C. 314"0 x IT A.B. @ 46' O.C. 16d @ 12" O.C. A35 @ 32" O.C. V= 460 PLF BB 318" OSB EACH FACE 8d Q 4' O.C. 518"0 x 10* A.B. 9 32" O.C. 314'0 x 12" A.8. 0 48" O.C. 16d @ 12''O.C. A35 @ 12" O.C. V= 720 PLF CC 318" OSB EACH FACE 8d 3' O.C. 518"0 x 10" AB. (8124" O.C. 314"0 x 17 A.B. 32' O.C. 18d 12' O_C. A35 12" O.C. V=920 PLF DO 318" OSB EACH FACE 8d @ 2' O.C. 518'0 x 10" A.B. 4@ 24" O.C. 314!0 x 12"B. @ 32" O.C. 16d @ I r O.C. A35 @ 32" O.C. V=1220 PLF Where OSB Is applied on both faces of a wall and nail spacing is less than 6" o.c. on either side, panel joints shall be offset from one face to the other to fall on different framing members, or framing shall be 3' nominal or thicker, and nalis on each side shall be staggered. In seismic zones 3 & 4, where allowable shear values exceed 350 lbs. per foot, foundation sill plates, and all framing members receiving edge nailing from abutting panels shall not be less than a single 34nch nominal member. in shear walls where total wail design shear does not exceed 600 lb& per foot. a single 24nch nominal sill plate may be used. provided anchor baits are designed for a load capacity of 50% or less of the allowable capacity and bolts have a minimum of 24nch by 24nch by 3/164nch thick steel plate washers. Plywood joints and sill plate nailing shall be staggered in all cases when applied on both faces of shear wall. Products shall be manufactured with exterior glue and shall be identified with the words'exterior glue' following the product grade designation. Framing at adjoining panel edges shall be 3" nominal or wider and nails shall be staggered where 10d nails, having penetration into framing of more than 1-518', are spaced 3' or less on center. 0 3 X D C M X ao Z D X Z 0 ao m A m r Ln 0 ro rr N v N CD G m A A 3 a) }7 Active Fault Near -Source Zones Q-34 This map is Intended to be used In conjunction with the 1997 Uniform Building Code, Tables 16 -Sand 16-T % k\ -l -L- N ' �9' Salton Sea Q-34 California Department of Conservation Division of Mines and Geology LEGEND See expanded legend and Index map Shaded zones are within 2 Ion of (mown seismic sources. A fault B fault Crntoure of dowel horizontal distance to brown seismic sources. — --------- 5 km ......____.._.......... 10 km -------------- 15 km 0 5 10 Kilometers 1/4' Is approximately equal to 1 Ion August, 1997 e W 1 lxu a a VV -"]X A Company You Can Truss.! Maa o a Zoog D D� 75-110 ST. CHARLES PLACE SUITE 11 A PALM DESERT, CA 92260 JOB No.: PHONE: 760-341-2232 FAX: 760-341-2293 NAME: �►'t�� MANUFACTURING YARD: PROJECT: L U5� 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 A �g.E Ls4'C�ocn 50�� Oval a`S�a�� �SS�pNA�`�Ec1��p(�N t�s�5 F5�?P E4Q�° M�yA �'Ef i0v �e� Phone (760) 341-2232 Fax If (760) 341-2293 Q a D BUSCH L E 8°- N C H 4 5 5 RAY - W E T A.DDTT TON S,KO P F SALES REP: HOUSE DUE DATE: 03/07/2007 DSGNR/CHKR: GB / SB WO#: PD02885 SCALE: 1-6' 6" Date: 3/7/2007 11:42 TC Live 16.00 psf DurFac-Lbr : 1.25 T R U S S W O R K: S TC Dead 14 .00 psf DurFaC-Plt 1.25 LA QLJ T NTA PGA WEST A Company You Can Truss! BC Live 0.00 psf O.C. Spacing: 2 BC Dead 7.00 psf Design Spec: CBC -01 75-110 St. Charles pl- ste-11A Palm Desert, CA. 92211 - r - Total _37.00 psf #Tr/#Cfg: 25 / 2 NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Manag etnent, Inc. National Testing, Inc. Origination Uaic: 07-200.1 Revision No. C Accredited Quality Assurance / Control A.gertey XAS AA -583 A.F `/3 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit Repos Number: A 1867 Audit Date/Arrive/D1 epart: q,- 19 — cY� Fabricator's Name: �g(�5 ?k Location: IApa ng Does the Fabricator have a current Agreement with the Agency for Audit? .................................. Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In -House Quality Control System according to National Standards in,place?.. Are In -House Quality Control Inspections being condUcted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Is there a System in place to deal with Non -Conforming Materials? ............................................ Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit?..... Product Check n� Yes / No Yes _G No Yes t.-- No Yes _� No Yes No Yes ✓ No Yes Y No Yes ✓- No Yes No Yes No CATEGORY CONFORMING NON-CONFORN4.1 REN1ARKS Lumber Grade L� Per AC -98 Joint Accuracy is within 1/8" Per AC -98 1 Plate Placement ANSI / TPI 2002 Plate Size t q ICC ES Q 7 Plate to :'food Tolerance is within 1/32" Label Legibility - Labels on Site - Stamps—' Labeis I Per AC -98 CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process L� Per AC -98 Any Test Performed or Witnessed Per AC -98 1 Is There Product Tractability Per AC -98 Any "CAR" Reports From Last Audit // Per AC -98 Any Shut Downs or Disruptions In Production I Per AC -98 Any Samples Taken I Jar Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IEC and National Standards? 4-e :S Required Signatures Fabricator Q.C. Supervisor Auditor for National I�spec� t o Association P.O. 13ox 3426 Gillette, Wyoming 82717-3426 7/T 13-jVail: jV1flpillette@vcn.com Cellular Phone: (307) 689-5977 Page One of 11vo 7r'77T ('+,0/ -IWI.IV7LII )C\IVnMC-CA\II (307) 685-6331 Office (307) 685-6331 Fax rT *AT nnn7. ./iv. i- E NATIONAL INSPECTION ASSOcU7CION, INC. Quality Systems Management, Inc. National ,Testing, Inc. I Origination Dale: 07-2003 Revision No. C AF #14 Report Number. 042 2 F1NDIJVGS: Number of "Correction Action Requests" issued: 7 /onP It was found that: Last AC 10 Manual Review conducted by N:I.A., Inc.: — -7-0 It was found that: There ( Was / aNo ) 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: R -?�l ��'T 2J ' iJ2�Jg�z. Floor Trusses: /30, %- Trusses that were Reviewed, ( Meet O eed Do Not Moet ) the Requirements of the; U.B.C. Code, the I.B.C. Code, the I.R.C. Code, the ANSI ational Standards and the Engineer's Specifications. Comments: Page Tivo of Two 7/7 7C77TC+70+,T:nT nnn7_.jHw.i; i Auditor for National Inspectinfe Associatwil / Quality Systems Management I P.O. Box 3426 E -Mail: NIAaillctte@vrn.covt Gillette. YVvomine 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Office (307) 685-6337 Far Page Tivo of Two 7/7 7C77TC+70+,T:nT nnn7_.jHw.i; IJob Name: BUSCH RAY ADDITION Truss ID: A01 Qtv: 1 Drwq: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 1469 3.50 2.11" 2x4 SPF 210OF-1.8E 3-4 2 18- 6- 4 1469 3.50" 2.11" BC 2x4 SPF 165OF-1.5E BRG REQUIREMENTS shown are based ONLYWEB 2x4 HF STUD on the truss material at each bearingLumber shear allowables are per NDS. Continuous lateral bracing attached to flat TC FORCE AXL BND CSI .TC as indicated. Lumber must be structural 1-2 -3262 0.11 0.22 0.33 grade. Brace @ 24" o.c. unless noted. 2-3 -3103 0.08 0.35 0.42 3-4 -2974 0.10 0.73 0:63 4-5 -3109 0.08 0.37 0.45 5-6 -3262 0.11 0.23 0.33 BC FORCE AXL BND CSI 7-8 3058 0:46 0.23 0.68 8-9 2953 0.44 0.15 0.59 9-10 3058 0.46 0.22 0.68 WEB FORCE CSI WEB FORCE CSI 2-8 -129 0.04 4-9 230 0.10 3-8 226 0.10 5-9 -123 0.03 3-9 94 0.04 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607.- Drainage 1607.Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 4-0-14-1 3-114 3-6-8 3-114 4-4-14 4-4-14 7-6-12 11-1-4 14-3-2 18-8-0 7-11-11 7-11-11 1 2 3 2-8- 4 5 6 4 28- 00 7-11- 330# 330# T6 3 1.5-3 1.5-3 2-11-13 3-8 3 8 1 =0-3-15 AFM 3-0 3-8 B1 B2 18-8-0 7 8 9 10 7-67-612 3-6-8 7-6-12 7-6-12 11-1-4 18-8-0 This design based on chord bracing applied ' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. per the following schedule: WO: PD02885 max o. c. from to This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer TC 24.00" 7-11-11 10- 8- 0 UPLIFT REACTIONS) : and done.in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Support 1 -333 lb Support 2 -333 lb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads This,truss is designed using the DurFacs L=1.25 P=1.25 CBC -01 Code. 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 Bldg Enclosed = Yes, Importance Factor = 1.00 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 Truss Location = End Zone Rep Mbr Bnd 1.00 Hurricane/Ocean Line = No , Exp Category = C noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Bldg Length = 40.00 ft, B1dg.Width = 20.00 ft Mean roof height = 9.59 ft, mph = 80 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install CBC Special Occupancy, Dead Load = 12.6 psf O.C.Spacing 2- 0- 0 ----------LOAD CASE #1 DESIGN LOADS -------------- and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, . Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 - 2- 0- 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 10- 8- 0 0. TC Vert 60.00 10- 8- 0 60.00 18- 8- 0 0. TC Vert 74.00 18- 8- 0 74.00 20- 8- 0 0. BC Vert 33.98 0- 0- 0 33.98 18- 8- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 10- 8- 0 1.00 TC Vert 154.0 10- 8- 0 0.00 TC Vert 0.0 18- 6- 4 1.00 T 3-7-9 SHIP =0-3-15 MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 1 L= -0.11" D= -0.15" T= -0.26" Joint Locations 1 0- 0- 0 6 18- 8- 0 2 4- 4-14 7 0- 0- 0 3 7- 6-12 8 7- 6-12 4 11- 1- 4 9 11- 1- 4 5 14- 3- 2 10 18- 8- 0 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD02885 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- SB and done.in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: GB 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! 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 1.00 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 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 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, BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibllities,'BUILDINO COMPONENT SAFETY INFORMATION' - (BCSI 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: BUSCH RAY ADDITION Truss ID: A02 Qty: 7 Drw : BRG X -LOC REACT SIZE REQ 'D TC - 2x4 SPF 165OF-1.5E Chk: SB Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 839 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -207 lb 2 18- 6- 4 839 3.50" 1.50" WEB 2x4 HF STUD T R U S S W O R KS MULTIPLE LOAD CASES.. Support 2 -207 lb BRG REQUIREMENTS shown are based ONLYLoaded for 10 PSF non -concurrent BCLL.' PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the ' 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 CBC -01 Code. 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 TmSW21 software, 'ANSIrTPI BC Dead 7.00 psf Bldg Enclosed = Yes, Importance Factor = 1.00 - TC FORCE AXL BND CSI I','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING 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, Truss Location = End Zone 1-2 -1521 0.03 0.22 0.24 TOTAL 37.00 psf Seqn T6.5.52 - 0 Hurricane/Ocean Line = No , Exp Category = C 2-3 -1143 0.01 0.18 0.20 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1143 0.01 0.18 0.20 Mean roof height = 9.81 ft, mph = 80 4-5 -1521 0.03 0.22 0.24 CSC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL HND CSI - 6-7 1407 0.16 0.25 0.42 7-8 1407 0.16 0.25 0.42 NEB FORCE CSI WEB FORCE CSI .. 2-7 -404 0.15 4-7 -404 0.15 - 3-7 507 0.18 + c 5-85-8-12 3-7-4 3-7-4 5-8 12 5-8-12 9-4-0 12-11-4 18-8-0 94-0 9-4-0 i 1 2 3 4 5 4_ 4� 9-10- .1 44 + MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC 1 L= -0.05" D= -0.12" T= -0.17" Joint Locations 1 0- 0- 0 5 18- e- 0 2 5- 8-12 6 0- 0- 0 3 9- 4- 0 7 9- 4- 0 4 12-11- 4 8 18- 8- 0 =0-3-15 B1 B2 21- -0-0.2-0 18-8-0 6 7 8 9-4-0 9-4-0 9-4-0 18-8-0 3/712007 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: PD02885 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: GB 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 chard 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 TmSW21 software, 'ANSIrTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 I','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING 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 OplionN vent opening per design drnsing, ;-4 3-4 > GENERAL GABLE DETAILS FOR WIND LOAD BRACING P"sct per design j--4 drnvini. _J_4 S-3- Conneclor plales shown aro for example only. See actual truss design for nxluirod 1981a si.os and orientation. S.'ruciural gable trusses wY genomfly have dagonar and vortical members other that Brose shorn abo. a. AU-ouste staples or too -nails may be used, and should be used to avoid any ovettap w,M ja many structural Plates. Gable truss is continuous bearing except as may be noted a, indridual dosign dmuings. _ END (FACE) VIEW unless rioted on dr., .tiing. Gowe End Truss Brace Interval as si.ecified on the approved engninecring dr.ming or standard Typiml 2y._ slrongbark detail or chart (•-.halo[) brace along back tae of gable. braid with \` 2-6 - 45 degree diagonal (+or 2a_ (typ.) braced to roof sheathing as show. DWG# C002065035 + I Indicates stud members U12t require bracinal REGULAR GABLE END TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF 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 ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO 'PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE 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 T-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. 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 / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY 01= THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. TSYSTE M��+ nailing of diagonal brace• otter -hod to sheathing and truss each and, typ. Truss spxings 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" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. ) WEIGHTS OF ANY MATERIALS LISTED IN 45 MUST BE ACCOUNTED FOR, EITHER IN ITANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD LRE INDICATED BY "LOAD CASE 91" CHART ON 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 STRU THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION �I SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO TI IIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. 0 REF: GB -1 I. 2x4 POST ATTACKED TO EACH TRUSS PANEL POINT AND OVERHEAD I PURLN•, OR -,¢',O° O.C. `�— 2. 2x4 91 HF Olt N2 DF PURLINS 4' • 0 - O.0 II - 3. 2x4 dl HF OR U2 DF CONTINUOUS STIFFENER ATTACKED TO POST• 4. MIP TRUSS # I SETBACK FROM END WALL AS NOTED ON TRUSS DESIGNI v {� F L�C� �,�� �;r el. - PIN II O S., EXTENDED END JACK TOP CIIORD (TYPICAL)... II ` b. COMMON TRUSS. i 5 II 7, HIP CORNER RAFTER. IIS. Ix4C0NTINUOUS LATERAL LRAC-!NG—. g 1 1 (I p- 9, EXTENDED BOTTOM ¢?iWP' ' 'ERAL ST,>D1LITY OF kOOi': ::::_:-: i �jt s (Al� SYS( EM 13 PER BUILDING DESIGNER. t' L� It sETIlCr Kstl�OfiED' 9 �r QN TRUSSJDESIGNrr1F,{� MIP_ TRUSSES 24" O.C. (TYPICAL) / II ! cb' Y (� cr � 0[d I3 ADEQUATE CONNECTION ,_ ' - r, �t BY 01TUM (TYMAL). HIP FRAMING DETAIL 1/21/98 TRUSWAL MAZIVAMASTSTMAS uNAVAL SYST(PIS CCr ORAlpt( °(iYAMJY_/NG Rsed=all notes on this Most and Qlro a copy o/ It. to the Erecting Convector. It,♦if.rFl.i:b:✓i w -A -v cLyrywc. 4 N k w waw - (owi . w v . q — urW— cuwRa3u u W o:M w +.._a:iu4+U wM t'HQ/nrt wtK'.N 01 TrilM KMOwV^WNr01. NO (MVS Oirri�uur..�l lu ckwnJr.Y JCM�.-r. D+o✓V•Ye Y• (a G . WN o/ M tw+porw� rtw.b•r.rwk� a..W(p o—j— p— b 4c:.ufgn 1. C. —v —y- w...�rw rug M b.ae .A 4w Gn W.1 d+1>^ nM a rCow !V ly0nq n(u1J [� M rca1,1:.IP�9 CJJw M r W unw W/ tlw Np cAiMJ y lrr W 4Kw W M .oaf a Vci �W17wV rV C4 Caron cMN � WYry. S Kwl 4r � �'� uu+`a`0 wrr:wl a.KOr wW l .dy.a( euww rvaW. M .r�1 �V.� � �'/ lrrr M'+9� d oU.yuW(u �Mo�n a'(r N IrM� WiW V w1Y(. T1r pp'Van✓s (N rq a Wc�O w r` w:o+r �v uuN r�'na:N,y� oonwr d w .000 (.a..a 1 /� .+Nr <rwa ca...cav Icw w(w,n. I.or:i.. wcM. rV W Ma Mac. M N.. r (uuu.a r.� ✓w Vro.dy WLk 'IilUKOW UA4., ,• by Law.r,'CU.yUly CCN1,0!IMow l0A W IAL MIs CO-Ac1 EC MXo tAll, xs' • loll—$M. 'N440LW0 wI tAaLWl AW PAApIA W IAL FLAT L C0v4C ITC NOOO liu 6K 1- • Cw.111 rw'IO / I SV UUAAY UN V. ey In. Tro T— rLY � (TI) 1. gcayC r yu go-by D(— Yw♦ .we — M I I I. TAa AiwCJM f&- rN P.r r /+(oc.rcn tAffN N "ftd d 1 no C--,.4,- M. NN. W X0, ww:O^ CC'2oaX e SUPPORT REQUIRED F- BEARING SUPPORT FOR TOP CHORDS OF END JACKS EVERY 4_C/' MAXIIdU:d. 48^ I4AX WHERE THEY CROSS SUPPORTING MEMBERS. B 1. FOR REACTIONS OF 300£i OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1Cd NAILS. A I 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT: TYPICAL END JACK WITH �3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE VARYING TOP CHORD REQUIRED BEARING AR54 (OR LENGTH) AS SHOWN ON THE INDIVIDUAL LENGTHS. \ TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD NIAY BE TOE -NAILED TO THE d SUPPORTING MEMBER WITH (2) 10d NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. HIP GIRDER (ONE OR MORE PLY). NIP TRUSSES 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING IOESIr (7. 11�FEh 7G OTHER DE'i r:ILS FOR SPECIFii A'I IONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR VwDGE. USE (2) ® G' O.C. INTO TOP CHORD OF HIP GIRD, R. L" OF I EASED ON BRACE 1 FORCES DETERMINED BY THE BUILDING DESIGNER. NOTE: BEVELEDIE DGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY ITO EITHER FACE OF TRUSS WITH 104 NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY SHOWN ONLY. ITIS NOT INTENDED TO REPLACE OR SUPERCEOE AUY SIMILARI / i �m DETAIL THAT MAY HAVE BEEN PROVIDED BY THE 311ILDIt1D DESIGNER. IT IS ThE•FL•�P^UN::!Stt.I'tY OF: OTHERS TOVERIFY THE•ADEQUACY "A, . HiS UETAIL ' p�� IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT '"=PAS APPLIED TO THIS OR ANY SIMILAR ISSUE. T RUSWAL SYSTEMS ASSUMES t10 RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. L 3� BEVEL CUT ON TOP CHORD OF TRUSS ,,qR "SE N RY- T PCp F T f.i HFIGHf ; USS MUST LLOW OR THIS. ' DATE: (32), 1 c T0EN..ILEMD DETAIL A -EDGER AI T T ACHED TQ FACE OF TRUSC (^ r i % i t r -k - r .-. 'O KING PAST t VC -Q -( - . ��• (' �' tel. <�� HIP TRUSS ti1.J \ � � GAR I mmINAL Hsi i - 0' 0 a rt:110111(,U t711' 1 AI(I LIZ 8' S1s'1 BACK X -LC{ 1(E1;CT SIZEREO'D TCP 01DRD 2x4 FL •t11 E Btr. 1 C- 'r 8 66 4. W. 11.50" • 2 11- 2.11- 761 1.!4911 1 SO„ - SODER &I, FL 1,11 €. Stu. PUMN3 RASED Of MEW W-2ER %1,! -UFS Truss 11): 1tA i. -a Qty: 1 Platingqy • ANSI//'1P: Ixis DcS!G!V!S 11r- CCtK.-SlIE R=gl-T OF 11JLTIPLE LG -0 GASES. PLATE VF!JlES PER !C`Q RESUJKX REK(:T 111677. Perm-rrnt bracim is r il2irW- (bf others) to Drt•:)t rotati6i/tcNiirg. S,,,,H15-91 wd A !S1�TP1 1-19{; r: d 10.3.4.6. 1)rNYg: UPLIFT P.c4CTIC11(S) ' st(.Tnrt 1 -12(i1 s rmct 2 -10WI this i}uss is dasicr/.zi usin) tlx tui^. R-97 BI d3 JYIQq^, d = YeS, Frd ZCrr: = tb Hgrritrre(O Egn Catcq)f, = C Vidth ft, BIt Lergth = 97.031t Bld3 = 3 .O Tran rent l,-icj)t = 18.?2ft, tirti = 70 CLassificatia) = 4, Daod Load = 12.0 psi LGN USE N1 DESIGI LL11DS Dir L.Plf L.Lrc R.PIf R. Lc.: LL/TL TC Pert .0 0-0-0 142.3 9-10-13 .53 TC Vert 30.0 9-10-13 '30.0 11- 5-12 .53 , - L LI -I-12- _.- ssi - 1 ,ta I �—{� 51Itr � '1 � ,•?,.•. „l;,,jr . ry; . I� 19 1/2" GAP 11•IAk jam`""-��'_,.�:.,-.'"' • y 11-1-7 3 4 �°m Qafj y il•I-12 1 �i � 3I1.5I99 PZ,e/.ru 20 9a. unless shown by 'tb"t iS Scale: 5/16" 1, "Hpositioned per Joint Report. Circled plates anti false frame'rntate s_are-Tiositioned as shown above. j 1•11ARIVING /,end all dotes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 1+0: orter Thisduigr. ii In: an icdi,id,ol building comporxRt It Far been baacd ontpccirimtigra pra•idcd by tic con+pnnem rnanulocwrcr and doni'1 ' rhk; Cus toner flame actor L•r nee wiet the current vwflo. of TPI and AFPA deign imud•.Ms. lin, —pumibility it ouurred ter dimcr.iorvl accuracy. Dimer lou arc u, ber I verM-d by the and/or building duigner prior to fabrication. TLc building duigntr dull arcertaln tut 6e hods uoiized on DSgnr: n LC = TR T T LJ SWA Y L drir design —i or eueed du loading impaed by the local building code. It it ar•umed -+At the ci+ chord itlaterally braced by -Ile rcaf or floor TC Live 16.0 psi DUrFacs L=1.25 P=1.25 SYSTGMJ thoaQ;i::g and the Solum chord is laterally braced by o rigid rhcothirg nukri:l dirudy amched, unlet odtcr+i•e anted. orating ih— L Int lakrai wppan of cmnpnato'i —rib— or ly to reduce bur.Jing length. Tbic eompnacnt .L•all not be paced in any --i—neat dol -will the rnouaue TC Dead 14.0 psi Rep Mbr Bnd 1.00 conkri of j, -t --,d uud 19% grad/., c+Ucn tour -coat pale cortnion. Fabricate, }udl:. instill and 'bract t4L Rev in accordin:c with the following BE Live .0 psi 0. C; Spae ing Z- O- 0 4 <s t+anbpvt, Dr Cole Spiatr CO KI907 sord.rdt: 'TRUSCOM MANUAL', by Trurwal, 'QUALITY CONTROL. STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - BE Dead 10.0 ui Design Spec UBC -97 {QcT-3S). 'IIANnLINO INSTALLING AND oP.ACINtI METALPLATE COI+.NEC'fGU 5v000 TRUSSIS' • (11111-91) and 'IIIU-9! SUMMARYl 9 p Slil;fi'I" hp TPI. 'raw True 1'ak lrNdwto (I'PI) tr Irratcd.1593 WO-Oln Drive, h'adienn, 11 ncorui6 ,53;19. The Arnc:inn Fo,W and ISpct Def l Patio: L/240 TC: L/iil� TPS .0 Version 09.30.98 /w ocniina (AFI'A) i•. I—i,d at 1750 0— 6-1 Avc, flW. Ste 200, \Vvhington, DC 26.)36. TOTAL 40.0 psi PRESSURE BLOCKING DETAIL FOR END JACK BO -1 -FOM CHORD UP TO 10'-0" AT HIP NO-. I WITH CEILING LOAD OF 5 PSF I ( I Ili- NG I T RU 3S PRESSURE BLOCK 3-10d 3-10d PRESSURE BLOCK � S[DF_ VIEW 3-IOd W['n4 4-16d NAILS WITH 4-I6d NAILS 3-10d END JACK BOTTOM C14ORD OF PRESSURE BLOCK r HIP NO. I TRUSS 3-10d V-0" O.C. TYPICAL (ice NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM cx- •; �,c; � , • I CHORD OF HIP N0, I WITi-I 4-I6d NAILS. BOTTOM I CHORDS OF END JOINTS -ARE ATTACHED WITH 3-IOd NAILS AT EACH TIrY15, K dJ� � �',� v [,,,��• _mss: .$'i��l C' c E r a •�� �� �� moo,, ��y � ; � �. PIAIE COUE SpAc Ilic DA rE '( 11 IS "'( n(S"pI.Sl 011 lir o, ontos IV ISE( a 1111. lu•i IIE 10.0S ul ll I1(0 Ou "'I5 0(SIC" •'f(t Oa ('CLfO +K T1V20 UBC NA 5/PS/97 nv.[ vt•o lo.us lwnD�(o D' nc sl -1 SIP ..n L•( ( 'l lo.as i-'os(o D. c Loc eunorvc coot m nGlnnlclt: Cblwl C ((0-011. 1`0 1SrP•Sl Drlltr IS ISS'*EO on OI K1'S lo- %, •CCtPK• +1'141 '([ UI q(.•.;1 o'.5 ..c Al., On 10 1.8".111 Ion CQ -CC nl'rlS 9'Ov" • E InVS�•l 16, le. D' 7D LIL( n SnC(II IlO rn"It. 'loll 'I•I.l 40.1'1' Iln :.S 411/+1III (D•IIP([. wI'y.(' Or t.q IaJ5S?l.l( 11.SItr.11( I1r11 I•q lut IIyJ ).'+( Inu Sr nu u.I rJ.I Ill P.I'(lS nJl cr(CIl cllll t 0(5 1& 111,11 Int t0 Bl (OV •II ` 01'+IV(n A+ "Molts ..; SI'1 1'14 CVtl prG o•gl (II(I'Il en:Cl', moJlnrO o' Ir'OIt 10w[ I uSS 't �Bf nS I) 11011.0 0�•. t"15 C: nlnG IIrIS IA 1114:' s 11'( IW' 0.0IO n pl, [(3'+141 you'll• n^•C'0 0. 3'M ,r••1••L 1 1 "M1I c: 0+'1 o.(Sr-t•II(p 1114'' "u ril •:I tl r,l tI InL IS . `rn (rp 111", - • IO I"r 001+0" ("o�•t, II •••.(1''l 6^•CIU r. (,•Il n,.t$ •rV' 1.c1101, :.. Q• '=! C7C Y:.Sy In' .i' rin:O�i� lu((�I Ir'� [.VI IU•nU IO S11. nor (S SIO''.; IO`ICI "l L.l.p 1114 I(–rqurni r /( 10'1 .4 .. ` II'...;Irr', w..11.. i5 r(.. rS 17'11'• p IV 111.1 •.1 �.1 pnrl l.rS .i.p 00•'1•rO lrw' 1.('111 .p 'pn.(I•v, .On!1 reU1515 .—�• q� " TA S1.J1 EMS (I'••••l•n.n. 1'111 nll'V'•wrnpr r(Dn•i IloIf •'SM (0'11U:to.. r.r Ills. CPKfos.nr4 nprllo Cllrrry. u.n. (•11(nlon pr �n lr'C• 14[1114"5. [runt ('•1113. .r.p 1111 C;gnp) ft I••1 nUtl 0 ' 1.1•.1 I.rarp(a uvGl TQVSWAISYSIVASCOPPORAIION nr.11e(rrlo•1 n(.Scr.S •"ll "o• p1. e1. Wo I•r ('r,v'p'�rn .l[( e.us( nc-olru^(e "[.r' a a •uov u (•c�ln t7[ .•u: un OUSE Co!"a On al •'l (On^Os m•' (••e(q "'•('r •,(CI SSrer. IS )(tr [(1(11••1'4(3 e• .GN I0IOU5 .'•91(•'10'+ 0' rh r(a lt"C( u0 "l°l 1on( IS OUI 5101 n( SCO^( C ^L SnO•rf IG 111'• W tnJS`'4 RECOI-IMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAI, SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND HIND FORCES ACTING ON THE CONNE•C- ` TZONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIfAT 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 1� (D BLOCK -Til- BLOCK BLOCK O STUDS I AL 16 O.C.I 90 .-BLOCK t04 G�Oi BOT TOP PLATES \� CHORD SECT. A -A TRUSS (TYP ) PROCEDURE: I 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 COhLMION NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d C0111 -ION NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUG:-i •3. S BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (C-.A-EQUiV.) FRAMING ANCHORS. SEE MAINUFA.CTURER'S CATALOG .FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEA -RING WALLS ' X' BRACING aq �� B.C. OF TRUSS OR }�•if; END VERTICAL RUN -— - THROUGH TO BEARI WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHI?Q3ED TO THE CORRECT HEIGHT. USE 2-16d CO?IMON NAILS TOE• -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 NLATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECO.H.K8NDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS I - -7-BOT CHORD i f- �B 2. TOP P TEE '-�- 1-16d COb24ON NAIL OR SIMPSON STC -(OR EQUIV.) P G.kUSS-� t.CIL c WALL PARALLEL TO TRUSS FILE NO. CD -1'I ���,�� DATE: 9/10/92 � ��"'C7f'q �t �1�61'aJ� wi if REF.: DES. BY: L.M. C� ABY:'�� e;�,•�,dta'�9ASYSTEMS 2X9 BLOCKING 2X SECT. C TOP PLATE �{ 1-16d COMMON NAIL OR r s�4" O.C. SIMPSON STC (OR EQUIV.. TYP . ) TRUSS CLIP FILE NO. CD -1'I ���,�� DATE: 9/10/92 � ��"'C7f'q �t �1�61'aJ� wi if REF.: DES. BY: L.M. C� ABY:'�� e;�,•�,dta'�9ASYSTEMS 1A TRU 1.®.®.`�',V.d Sim TRUS`'{AL SYSTEMS CORPORATION 4-445 NORTHPARK DRIVE. SUITE 200 'COLORADO SPRINGS. COLORADO 309o7 (800) 322.4045 (7 19) 598.5660 FAX (719) 598.8463 u' ET 1L.�) FOR C r4 IN �C�t �L +FrRAMED VALLEY SETS PLAN VIEY,` 'S r— ENrER ?G_ DET%+IL , Rt �r,FTc4 VALL_yR.A R ) I fOc k. 1L5 I 2 A < E;LOC1:1vI? (TY? ) DE TAIL C 2 X 4 PURLIN TRUSS TOS^\ C:r� +OD ELEVATION VIE:V • �rt!e~t: Tho me—nlum To!cl Top Chord Load c eS PSF TRUSSES Lam_^ 24" Q.C. Mi.;num Top Chord Da.ad Load = 7 PSF The design for latoral load: and their c:in.ef.ons is the rosponsibility, D of the Building esige,er. The detail: GIRDER DESIGNED TO SUPPOFT provided addw—.5 gravity and v.ind up:i` fonds only por the UBC. T`IE "TIE•lx" TRUSSES ,\ ' The maximum wind cpvid is S5 MPH. 25 h lAcan Roof \� Haight (rnas.). `xp. C. 0 16d Dox roils aro typical throughout, oxeept ac noted (in deans ). The Center Ridge %flor ( CRR ) is 2 , 5 stud.:,nach This to / the 1 x 6 with 4_16d loo r.0ils ( 2 from each face. I. Atlacn the (. apposite and to Ice it":. the same. ELEVATION Vic111` The Valluy Pallors, pudinn. and btockin:f, maturial art, 2 x :stud. The olccking must be soared 2:- D.C. 2.nd ". adequate.)* h :cod in the Ialernl ditnction at 5-0-0 O.C. An¢_h lhia blocking to the Vnllcry RoBcr v+i,h 3-18d. A^ach Ihis blocainq 10 the puffin with 2.16d. The trvaxe-.: bo1o+, the valley ate cpaceE 24' O.0 The purlinc•aro fulf longth under the valtgy sot and must be installed at 24- O.C. They are -lo be snachod to oach ovur!apping trvsc lop chord ,vfh 2.1Ed nails. If ;hey are not one continuous length, add a 12- long —tor to the face of the truss top chord +wtn -151 End one purlin sc_!ioa. DE 7:.1L S on the irvss and begin the additional deacon on the nailer. ALLEY nAF T ER .. x 8 porimof Or runnof must be arlachec through the shoath;ng an., into each Iry bolo,e v+1lh 3-&d be, nails. Tb -c- 1 r 8 follo. s the outsrou prOik of the valtuy. Th. Vulloj Ranerspaced 24" O.C. .:;,adh them to the CFA. +.a:h /`tom 2.1fx11C.:. �1'tv 1anAriq'11 tic opOo.Ao end 1:; the 1 x 8 wdh 3-E.'.ea trmilt. `r � �) "`'Tt � r�A�f <'�� �_ yg��t`�jf1J•� 2 Y E , SLOCK J DE AIL O •:_E IJAL L cv c, T0: 711 L=—VAr)ON Vl_\Y TRUSWAL SYSTEMS 4,44.5 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 32.2-4045 FAX:(719) 593-3463 COC -1003160A 1/10/01 UsFrS of Truswal engineering: The TrusPIUSUI engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on menfoers for which it is required to reduce buckling length. Sealed engineering drawings from TrLISwal 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-!tT''' or a 1x or 2x member (attached to the top o- bottom edge • of the member) running perpendicular to the trusses and adequately designed, connected and 'braced to the building per the bulding designer (See ANSI/TPI Current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing :,.?eds .for in..dividual members (not building system bracing) - 1 . racing): 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 c:: 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of' 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the. --nember may be nailed to one face of the member with 10d common:. or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if Nvo braces are required. A minimu, ; of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and °T" braces, or any other approved method, as specified and approved by the building cosigner. �1. "T" Please contact a T -r -L 90% L I engineer,. EXAMPLES 2. L90°% j er.-eare any questio GENERAL Farnilianry with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS. and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) Is requirtd to prcporty creel, brace, and conned the Irusses to the Wilding .system. AN of Ino care and quality inrtved in the dosign and mamlacure of wood trussas can be jeopardized ifthe trusses are hot property harc9c•C, 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 ANDJAATERIALS, 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 WS.s ervvion, the Wildor/areetor shall meet with me erection Grew for a .'.ate'/ and pfartning m 11111, making sure 03M Crew member uncer.lands his or her, roles and responsipililies during Inc en,cticn p,oco`.s. TEMPORARY ERECTION BRACING Tr nca air not marked In arry way to Idently the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and R Wr muncfaSMs /or Handtiy, Iwrn/rrng d Smdng Afetal Plate Conwved Wood Trusses (HIS). pub- lished b/ uw Truss Plate Inst!"n, anc+Jor as specified in the CONSTRUCTION DESIGN OCCUf.tENTS pmparod b/ the Wildirvg dosignor. . PERMANENT TRU >S BRACING PLrmanom bracing for the roof or floor trusses Is me rosponsibiiiry cl me Wilding des�,,nrr and should beshovON m on the CONSTRUCTIDESIGN DOCUMENTS. Permanent bracing kscrUions for individ- ual comprosslon members of a wood trust, are shown on the TRUSS DESIGN DRAWINGS. and shill be installed by mo Wilding or erection eontmetor. This bmcirg Is needed tot the proper Performance of Indniduol trusses within the roof or floor system. The dostgn and connection of the bmong to the truss ono men to the p mll Wilding system is the n sponsibiliy of the Wading d.signer, and is in adzf - tion to me pormanonl bracing plan, which is atm specified by me building dosignor. SPEIDIAL DESIGN REQUIREMENTS Special design requirement.,, Such as wind bracing, portal bracing, seismic bracing, Giaphragrn,. shoar walls, or othor load oarslo, oloments and their connc4ions; to wood trusses must be consioarod `0:'.mt.ry by the Wilding designer, who :stall determine size• lxrtion, and method of xm e= fans lot as bracing as needed to mscl more for z. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading p=css, and throughoutan phases of eonslarrtion, pre must be taken to avoid LATERAL BENDING of Irusses,­nieh can cause damage to the lumber and metal connector plates at the joins. 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 70 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOv:ED. JOB SITE HANDLING Spreader bar for ff larger trusses .� �tiEsv r.•.� S•?�Ltir. ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL' POSITION Proper banding and smooth ground allow for unloading of trusses without damage. This six done as dose to the Wilding site as poseible to minimize handling. DO NOT break banding umi lotion begins. Hand erection of Irussos is alknved, provided racees✓vu lateral bending is Prover I DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROVN P �'J 11 -`lar, M vart voey, aw/ s`ua lou Mc*,; in a 11.ust< wb.e .e halS by, tko; g v, ­I t rrtmtnar azul .+R pre ant tipping e, WpPQKi. GMwtaay, M angry tp len k,or ewaan, a es rRnrdf,'b ar'Lg at ma b—ci g t dprq j ssf prier 1.' n .U.0o, 6l n l WnOnq talo moiy Pain CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DtiMKiING TFU: Ducing•long tem slomge• Misses shad be protected thorn me enwironmorlt in a:monnor. mat pn for adequate ventilation of me ws; os. it tarpaulins or other material is usod tctaonds *shnli be Intl for ventilation. Plastic is not recommonded, since n can trap mdsturo7•`+" ' ' HOISTING :' .. ALL TRUSSES THAT ARE ERECTED ONE AT'A T1MGISHAL'L'9E HELD -SAFELY'IN POS' BY THE ERECTION EOUIPM ENT UNTIL SUCH Tj1.tE AS:ALL NECESSARY BRACING HAS 1 INSTALLED AND THE ENDS OF THC TRUSSFS ARE'SECURELY FASTENED TO TT1E 'BUILDI AVOID- LATERACBENDING :•. • or few I\VA V �- 12 t Ina ban l to A odt i agfine � up to 30 feel --+ up to -3O Wot'.., Truss Gfrng ; ac optable.hero mus. aril -La are meL SPREADER BAR SPREADER BAR TOE LY TO TOE IN -� TOE IN II App- frz m r 1t— I— rruv tIn 1., I up to (� edt up to 601cet Tagfine Use spreader bar in ALL other eases. It should W rated that the fines from the onds of the sero bar 'TOE IN't it these lines should 'TOE OUT' Lne Iruss may told in had. STRK/ SPREAR LSTRONGBACK/L SPREADER BAR I Tagline� seer 60 feel ----^� �'--- over 60 leel T., For stfthg trusses w lh span, in euxss of 50 fact. it is recornmended mat a strompaciaspmacler ba uses as illustrated. The strvngbad'Vspmadcr bar sM1ould be onanccd to the top Chord and web rtx:nt W intervals of appy imatety 10 fact. Further, the slrongb3cWsprc30cr bar should be at or abo�c rni0-he it, of he Inns to proem onnuming. The s''r0ngb30Jsprea0er bar can be of arty material r svfroeni simVh to safety rorty me wei.ghl of the Miss and sufrocnl rigidity to adequately reset, be rrvg of the Lars,. BEGINNING THE ERECTION PROCESS II 15 rnPW nt h/ tnC MYUr a pr<pP„ COn' , Grn b prC.ipa 1nb:L,ntial bncir,g b1 wn Dr:l w;; V„r,t�. TTw tN q maV _ J,d, yC L AN I:Ms::c- ��J/;�.Qj�Firy Iry , �� t•v 2 X a miniMM ' �'�.�r".r// rn'�N• �' I r1 �4 `ti � tnrrKwary sc nc�ti,.l /�y.��, a InnIP: no 51Jlling R,J w.1 to be -1 ` . i+S <t I Io- d—:can Inr.:c.) Broca wn «a �� � `\ • MNrirtian TWO Ifd -�� =1 -- D -..de HpPP<d NnHs e� •A1�\y n.dmw,,:N:P • t'e "•a � ----_. 7ni: Im.Jt roprex.nu 1 : ti•• nevvwn �aW ra« M s;rr31e a a+Y np-,radvl: Chard INADEQUATE SIZE OF BRACING MATERIAL OR INADEOUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T -! T -q ERECTION TOLERANCE LL �z 15e«1Ic Y r vro ear I,JL, tea rYw+. h 16 = a L., = L D.. t' . Cc•:ST.yr•3 .C, arwa:n ,a:..ri'•:a, b -it—' Vo�0avi � ;•, atSrPl.K'O —1 d M.'r, i%,e, AID TO ACCONPLISNIrIG EFFECTNIE ORAD I31-Setllr•) t b ,wa p,t•NM the need b Lia hnca'Owe pr.eUcn Ci r.,;.I y e:IveW.; ry -- IOOI Y,ti:b v, e, -A -runs nrp'nSMu.a. Trws.S in.,�r� v L—. , - -11% to mins V,, ICP &—h "" Ma•edJM b erti W, .v4 WI aIv ctanU.aliw sun:rui M Ine,lrrad"7. -, lase n„mw•.M e,v::< P1 «.: ins S;. WHEN SHCATUINC, MAKE SUR[ NAILS ARE DRIVER IN -FO THC TOP CHORD OF THE THUS.'•CS. 00 NOT -INSTALL TRUSSES ON,TEMPORARILY CONNECTEO:SUPPORTS BRACING DO NOT - WALK ON UNBRACEDTRUSSES DO NOT WALK. ON TRUSSES OR GABLE ENDS LYING FLAT - All .. Jvri. naMnn. 4,Q.: • i+...ym. r..,,r'v.� I.•a,7nr.. ' _, vat oro iMn ct IM e.�P,:H»; ere.-uro c,ax .a —tely — P—HJ, pIae.GJ C' pannaoentty �l^!�; �/ nr SarvJ brM tyva 4rnL�lia',[.n r r f - e, lb Mew _ Aha a. YSoatG✓J M Ui'♦J)di t: tin Lsal !Yw Iran I Uj.•: dirty ON CC I— c«vur„Ionv,S C,o a,Cperting —IRI, tIA1LING SCADS'70 711E END OF THE WILDING, TO •Ir(.1JOr t>3iIIt*J OFI..^ETNE FIf7,aT 7RU5,<• IS r*T nECCMIAENDED. r+t.ILS'IN WTTHOFJ+WAL • rv, a •vvAd Dv Re M A MA MAS em aNver, F IppmJ �i to do *I-:- a r m. (PARALL'EL;TO+FORCE). gat ri3t>;•;; . . v: t Cv drocion •�•�/�) / WELL NAILED (PERPENDICULAR TD FORCE) BRACING REQUIREMENTS FOR 3 PLANES OF ROOF T” --f w 00t bnC--O Mal be a:Nrq to M- pLnnea a llut roof sy:,pm,la ,rmnPo sgbPHY Plain 11 Top Cho,d In+,nAm:+71, P 11) Durum Chord (W»3 pian.), an: Pan< 7) Web rtembx plane o,.erir_P plane P.rpan•izJa: ID tru:ur� 1i TOP CHORD PLANE Mpl!N—re to oto Wfka or 2) BOTTOM CHORD PLANE. m o r tP hYJ pcM1,er erp;S;tS GAa:Y-.p, It blo=v 'n d,0 pi— cl he tw sparing - W beetay a,om. Inm —Iy b,abY n I- Gvd. Tana ioD.R—o ere evxeptido Io I—W L Jirr --ndw: on Ice tW d W. Lakin Clvrd. teen. P,ey ere b.", ex an .--L Teo Cmc' CM•Avauei. Y/vP bran, �Ww �� ;� '•�,,� �,...,,>v: Wal 1.>C DIaOe/,.I Mcg rx11 :.J Mumr,y, 2,tr'a iiG• /1 lon',� :I bratlng Li,•JFvd r�,�-••r k :c eKn tL �•� Dla.�c.,al brJ ;pe.InC r. tory :'7 a, ansa ,p w..nt EXACT SPACurG BE7WEEN TRUSSES SHOULD BE ,.1-7AcrE0 AS BRACING IS INSTALLED to —6d e,. neceruwa Pneilce d IMww) Dnt� to otitn:l son_ bre TNs ea d'.t)(vsliK :drdrg' c n eau -.a vtry to I.«� a On,ePi,a,a .rn rnm•:••ea a, u,e .•+cn; Iirn. C -W— Wnb mer:tG ,: laenl are�n^y M:sirMrm .'+aa10' 8' Cn- nr hoe Inman: ai� •�\`, _ � � I� Cl�ra tau rry'J v\ a,rPPdt «add 6agcrut Dndnq at aPPrP:etsaMly •1'C u Irto.m al Dan er4:} . m«t5 ;;ahs, )naw r••x: d Mtn I :Padm3 wdl9uret;'M 'Y ICCYire dP:er :oadMJ ner,,:n listen! b.1Mg M aa:c, inter a be:.;- dNagM h. C Z,0..1 me t -1c,", d"' 1' HIB. OSE IRmnnrewnt Design S✓ aaa7 h R, y sma,p T MCLTMhAe C, ICv B RO— T seal VfiCA': Trvss TeennolyJy lu Ovikan T.m -ry Croing nl,n. ]) WED MEMB En PLANE 7C BRACING, AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMItIOING. KEPEA7 AS S}!OV.N TO CREATF, A SUCCESSION OF RIGID UNITS N,eml Ondr•g �- T.V- rnJ1 X9mdrtS Jahn W M:Lipnd M verupl wa0 n.v:,^nr� .mer,...: poasJSo, al « near lalCra Dr.,dn). P1r—J an•;aa,ing eery tH,—ulrieV IX X•br.6,1, m Ln - �c Wnb a �\���.'� I I � once ng _�� ��``'`�\ r`r •: „' \`�\ sow, c,or•:. • Nal.: lop Lhad; .14 erne ,web nw.nbna iso trot J.Mr, ;, P'O R M —ke dra,.;r,g: man 'o.d tin. 00 710T USE SHORT BLOCKS TO 'BRAC INDIVIDUAL TRUSSES WRTIOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REOUIREMENiS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORDTRUSSES' I!!" STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE Pmnprm -R « rijoy orx.. I. mak` I �I NEVER STACK MATERIALS ON UNDRACED OR INADEQUATELY BRACED TRUSSES I• NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS TI II s'u,rJb NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE 1 ti� NEVER GUT ANY STRUCTURAL MEMBER OF ATRUSS. Ibtyvr d,hitu[c., a cr�P.,-:an a.,n,,:m a n n,..r wr:y t«,ivw:x . s'e aen AJe.ay3 yld. malmur.. we./ n.0 « a,a. v,ra5e:. Na n e•e.•ec en' mnemvn trM, oenrL•rp aRcLY �uN. mnv,nr,:ral m.MrnCI.YI un v ^. ,tis: r0 nr� :,tea aAxy oVtsNde ssKPa't:h e,rrrcr• a droCpy r Sao s.pCxv,3 rtwrVaM1, Tnnsri .rc Mal od7,.d ksr PyMmY: la:rda (Le., nIa«y.rar,'y.$). fllrem. tar. :r.cw! Dw Ia:en .•bore baL`a,J nM a,aeliv Canaln,abn /,ol./'w> (.coed nxtw„ m.aar:ea! .aUiP. met.. ak•1 M ob rod a ILPa eyate:n. sb.ae �i f3 F`a,+.l post StaeP,rn Air nv,pvvticN e«:pmme :halo D< I—td al PL d pe'- (Risen) « woe inn» A ppa hrr nwr , 4 oMy M 1,,o— —1 he- t— "y—d k, food . CAUTION NOTES Chen r,CSrr Sn� L�r;.S •nn:'Or aimM:�Js.S. d — Dy apw r: .'Ni, La CMe:+ea by Cw a6,tnGy y r.iK+S•-?i< Ca'. yrs: Nen Ince tiF.ca,InGa o, —14, BEFOF,E a .n at Caa e a mmv ,II, ow -p 1, t, «nr by rw wiser e, o.eexn c., A,ry auk m:.ShCn'.•n l -R iFKA.,:s W Curer], «Y'i,f, w M'r—t;e a My etNyural Mrta mwNV,r « PCrVNL+ rine,, Anna act L•. OMe vn•N 1 we aC«wal d L,n Wta tmrtrD,G:rry «e aCMavJ O.'aN J, MPlna.•icv,,,l, ,.. n,,:ti.n .nJ Fec•:r,Pr,eS tn:.,e >n ,,..y ., .n,.,,. P.t .. a...ar u,or.rr<., t.e,...A.., ..Mop,.: � -..�..�: n., ru:L: S.FP.T 'n iA•.: n.¢narnni Rrv:�w..T.v raev+M..uivu,.oav:d r,.,J,w,•s r:7w,. lamn¢s._i.e .nr'n ef I—o" —.,A --,I ti e,v •r,.» Wi. e.a,Rry. tM rtvai M M N «u. V m.y.'ne4.+e.., h.rhvy r,eP— t, a —t,—i n— <. Wpps I— co— d An,ecw-a •.y � •>t as3.am arh• MidYplpi:t/ b Mn,.;as .^,M tnsn M w. AZM;.,ion. v '.fish:. cn me rW:n•,r.Lliiai uvl F,tmu. , �+ eras.+., r...+,. SelapeO,M aM fiat. rvinrerraed «,pPnit?reN Dan HIS end OSB by pe -n ;-d ne 7-Fw, 00�WYnle. Mxfsd,. V4. WOOD TRUSS COUNCIL OF AMERICA rw One Vl7CA53719 e 6300 Enwpdsc Lan Mn0'�n, M5,7719 GOSW4L Bog • GOB274•0029 lax vnc•JGWo.UlrvsL.tbrn • w5vw.wpaDirU.^.cOm DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! cxrti+D ,9v :AH» 1 n1C c lA .:a --7- the /.., a wo f-1 w1 am t.d b nr d rth .ryo,t me 1”, trua: vJr .laeirN. U!,r'.iae, once this N:, :el o, ePetN,I,M CC-Sb:,Nd, L,e Rmlilctf w—m-11 0 lay tgn. M b,:l Yg to :moAil7. Thu:. IM rN/wml. aryl 10 me t— t . bg ryvlorn de --i IP a g,-: ."'In w ne . —,l L,C bei Soup PI Itui;r] G b. -d. GFIOUND BRACE • EXTERIOR GROUND BRACE • INTERIOR C—,n:lat,rrY n.�mt4 YCn PM Dry -M d INS:C3 d, b A-tho, .•-I6U1—ry meVgG ,Ream hu;ml ct tIA—d « um a tl.+d:a wJl Pru nnad+vl b a aa.<dn•eP into SfM4 c«,SEon: pahlbd Dn1Ong )ram MC uUtrpr n to rvGM� anC —0, an:,y J. The 9— bay. be Ne 1,., IM,.: rig;ay In v... ham 11'. »I,: ri'J al 1C Y17 ; -Id a SS S,Lwn bri « It n =1 1. coat k+nl, P,Lvidt. Int Ikv is s•W:4nualry cmN.� w ;.e',Je. AdJi:ptJ f[*/•t bMm b nv OP 4, drea chis CnpJdC .1 y;ppp/ting the v o—i 0,.,Ci— I—. W,1 YI:N. db l:.ekurp, :,re eL'-0 IV.�nrMrK'lb. t•Or1Gy :,a1r,D the r'' A I— 1. me miocle Ot the WJC. Nwc trru t,pur4 onto: 'fm•CaI 1,7. Brr_o me bmiir, :Im:ar to rpwry t-61,3 la MI w.:a h line s)— .1 1.11. Sol I—C: I .m Ice I.;ddle,MM L•,e C,Ir1 IVe: PI f-, G,Cd GAF r✓voa: Nate. hr 6- t iine: .1In. Wiking. Plopery AC'S-0nee the on.l -1 OI M,-. IN-vn. rtna ar) Or Pe ). / 3� . k Wo tnrh-,g boo, Dacus and :clung mrrn:ninS J,d, yC L AN I:Ms::c- ��J/;�.Qj�Firy Iry , �� t•v 2 X a miniMM ' �'�.�r".r// rn'�N• �' I r1 �4 `ti � tnrrKwary sc nc�ti,.l /�y.��, a InnIP: no 51Jlling R,J w.1 to be -1 ` . i+S <t I Io- d—:can Inr.:c.) Broca wn «a �� � `\ • MNrirtian TWO Ifd -�� =1 -- D -..de HpPP<d NnHs e� •A1�\y n.dmw,,:N:P • t'e "•a � ----_. 7ni: Im.Jt roprex.nu 1 : ti•• nevvwn �aW ra« M s;rr31e a a+Y np-,radvl: Chard INADEQUATE SIZE OF BRACING MATERIAL OR INADEOUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T -! T -q ERECTION TOLERANCE LL �z 15e«1Ic Y r vro ear I,JL, tea rYw+. h 16 = a L., = L D.. t' . Cc•:ST.yr•3 .C, arwa:n ,a:..ri'•:a, b -it—' Vo�0avi � ;•, atSrPl.K'O —1 d M.'r, i%,e, AID TO ACCONPLISNIrIG EFFECTNIE ORAD I31-Setllr•) t b ,wa p,t•NM the need b Lia hnca'Owe pr.eUcn Ci r.,;.I y e:IveW.; ry -- IOOI Y,ti:b v, e, -A -runs nrp'nSMu.a. Trws.S in.,�r� v L—. , - -11% to mins V,, ICP &—h "" Ma•edJM b erti W, .v4 WI aIv ctanU.aliw sun:rui M Ine,lrrad"7. -, lase n„mw•.M e,v::< P1 «.: ins S;. WHEN SHCATUINC, MAKE SUR[ NAILS ARE DRIVER IN -FO THC TOP CHORD OF THE THUS.'•CS. 00 NOT -INSTALL TRUSSES ON,TEMPORARILY CONNECTEO:SUPPORTS BRACING DO NOT - WALK ON UNBRACEDTRUSSES DO NOT WALK. ON TRUSSES OR GABLE ENDS LYING FLAT - All .. Jvri. naMnn. 4,Q.: • i+...ym. r..,,r'v.� I.•a,7nr.. ' _, vat oro iMn ct IM e.�P,:H»; ere.-uro c,ax .a —tely — P—HJ, pIae.GJ C' pannaoentty �l^!�; �/ nr SarvJ brM tyva 4rnL�lia',[.n r r f - e, lb Mew _ Aha a. YSoatG✓J M Ui'♦J)di t: tin Lsal !Yw Iran I Uj.•: dirty ON CC I— c«vur„Ionv,S C,o a,Cperting —IRI, tIA1LING SCADS'70 711E END OF THE WILDING, TO •Ir(.1JOr t>3iIIt*J OFI..^ETNE FIf7,aT 7RU5,<• IS r*T nECCMIAENDED. r+t.ILS'IN WTTHOFJ+WAL • rv, a •vvAd Dv Re M A MA MAS em aNver, F IppmJ �i to do *I-:- a r m. (PARALL'EL;TO+FORCE). gat ri3t>;•;; . . v: t Cv drocion •�•�/�) / WELL NAILED (PERPENDICULAR TD FORCE) BRACING REQUIREMENTS FOR 3 PLANES OF ROOF T” --f w 00t bnC--O Mal be a:Nrq to M- pLnnea a llut roof sy:,pm,la ,rmnPo sgbPHY Plain 11 Top Cho,d In+,nAm:+71, P 11) Durum Chord (W»3 pian.), an: Pan< 7) Web rtembx plane o,.erir_P plane P.rpan•izJa: ID tru:ur� 1i TOP CHORD PLANE Mpl!N—re to oto Wfka or 2) BOTTOM CHORD PLANE. m o r tP hYJ pcM1,er erp;S;tS GAa:Y-.p, It blo=v 'n d,0 pi— cl he tw sparing - W beetay a,om. Inm —Iy b,abY n I- Gvd. Tana ioD.R—o ere evxeptido Io I—W L Jirr --ndw: on Ice tW d W. Lakin Clvrd. teen. P,ey ere b.", ex an .--L Teo Cmc' CM•Avauei. Y/vP bran, �Ww �� ;� '•�,,� �,...,,>v: Wal 1.>C DIaOe/,.I Mcg rx11 :.J Mumr,y, 2,tr'a iiG• /1 lon',� :I bratlng Li,•JFvd r�,�-••r k :c eKn tL �•� Dla.�c.,al brJ ;pe.InC r. tory :'7 a, ansa ,p w..nt EXACT SPACurG BE7WEEN TRUSSES SHOULD BE ,.1-7AcrE0 AS BRACING IS INSTALLED to —6d e,. neceruwa Pneilce d IMww) Dnt� to otitn:l son_ bre TNs ea d'.t)(vsliK :drdrg' c n eau -.a vtry to I.«� a On,ePi,a,a .rn rnm•:••ea a, u,e .•+cn; Iirn. C -W— Wnb mer:tG ,: laenl are�n^y M:sirMrm .'+aa10' 8' Cn- nr hoe Inman: ai� •�\`, _ � � I� Cl�ra tau rry'J v\ a,rPPdt «add 6agcrut Dndnq at aPPrP:etsaMly •1'C u Irto.m al Dan er4:} . m«t5 ;;ahs, )naw r••x: d Mtn I :Padm3 wdl9uret;'M 'Y ICCYire dP:er :oadMJ ner,,:n listen! b.1Mg M aa:c, inter a be:.;- dNagM h. C Z,0..1 me t -1c,", d"' 1' HIB. OSE IRmnnrewnt Design S✓ aaa7 h R, y sma,p T MCLTMhAe C, ICv B RO— T seal VfiCA': Trvss TeennolyJy lu Ovikan T.m -ry Croing nl,n. ]) WED MEMB En PLANE 7C BRACING, AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMItIOING. KEPEA7 AS S}!OV.N TO CREATF, A SUCCESSION OF RIGID UNITS N,eml Ondr•g �- T.V- rnJ1 X9mdrtS Jahn W M:Lipnd M verupl wa0 n.v:,^nr� .mer,...: poasJSo, al « near lalCra Dr.,dn). P1r—J an•;aa,ing eery tH,—ulrieV IX X•br.6,1, m Ln - �c Wnb a �\���.'� I I � once ng _�� ��``'`�\ r`r •: „' \`�\ sow, c,or•:. • Nal.: lop Lhad; .14 erne ,web nw.nbna iso trot J.Mr, ;, P'O R M —ke dra,.;r,g: man 'o.d tin. 00 710T USE SHORT BLOCKS TO 'BRAC INDIVIDUAL TRUSSES WRTIOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REOUIREMENiS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORDTRUSSES' I!!" STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE Pmnprm -R « rijoy orx.. I. mak` I �I NEVER STACK MATERIALS ON UNDRACED OR INADEQUATELY BRACED TRUSSES I• NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS TI II s'u,rJb NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE 1 ti� NEVER GUT ANY STRUCTURAL MEMBER OF ATRUSS. Ibtyvr d,hitu[c., a cr�P.,-:an a.,n,,:m a n n,..r wr:y t«,ivw:x . s'e aen AJe.ay3 yld. malmur.. we./ n.0 « a,a. v,ra5e:. Na n e•e.•ec en' mnemvn trM, oenrL•rp aRcLY �uN. mnv,nr,:ral m.MrnCI.YI un v ^. ,tis: r0 nr� :,tea aAxy oVtsNde ssKPa't:h e,rrrcr• a droCpy r Sao s.pCxv,3 rtwrVaM1, Tnnsri .rc Mal od7,.d ksr PyMmY: la:rda (Le., nIa«y.rar,'y.$). fllrem. tar. :r.cw! Dw Ia:en .•bore baL`a,J nM a,aeliv Canaln,abn /,ol./'w> (.coed nxtw„ m.aar:ea! .aUiP. met.. ak•1 M ob rod a ILPa eyate:n. sb.ae �i f3 F`a,+.l post StaeP,rn Air nv,pvvticN e«:pmme :halo D< I—td al PL d pe'- (Risen) « woe inn» A ppa hrr nwr , 4 oMy M 1,,o— —1 he- t— "y—d k, food . CAUTION NOTES Chen r,CSrr Sn� L�r;.S •nn:'Or aimM:�Js.S. d — Dy apw r: .'Ni, La CMe:+ea by Cw a6,tnGy y r.iK+S•-?i< Ca'. yrs: Nen Ince tiF.ca,InGa o, —14, BEFOF,E a .n at Caa e a mmv ,II, ow -p 1, t, «nr by rw wiser e, o.eexn c., A,ry auk m:.ShCn'.•n l -R iFKA.,:s W Curer], «Y'i,f, w M'r—t;e a My etNyural Mrta mwNV,r « PCrVNL+ rine,, Anna act L•. OMe vn•N 1 we aC«wal d L,n Wta tmrtrD,G:rry «e aCMavJ O.'aN J, MPlna.•icv,,,l, ,.. n,,:ti.n .nJ Fec•:r,Pr,eS tn:.,e >n ,,..y ., .n,.,,. P.t .. a...ar u,or.rr<., t.e,...A.., ..Mop,.: � -..�..�: n., ru:L: S.FP.T 'n iA•.: n.¢narnni Rrv:�w..T.v raev+M..uivu,.oav:d r,.,J,w,•s r:7w,. lamn¢s._i.e .nr'n ef I—o" —.,A --,I ti e,v •r,.» Wi. e.a,Rry. tM rtvai M M N «u. V m.y.'ne4.+e.., h.rhvy r,eP— t, a —t,—i n— <. Wpps I— co— d An,ecw-a •.y � •>t as3.am arh• MidYplpi:t/ b Mn,.;as .^,M tnsn M w. AZM;.,ion. v '.fish:. cn me rW:n•,r.Lliiai uvl F,tmu. , �+ eras.+., r...+,. SelapeO,M aM fiat. rvinrerraed «,pPnit?reN Dan HIS end OSB by pe -n ;-d ne 7-Fw, 00�WYnle. Mxfsd,. V4. WOOD TRUSS COUNCIL OF AMERICA rw One Vl7CA53719 e 6300 Enwpdsc Lan Mn0'�n, M5,7719 GOSW4L Bog • GOB274•0029 lax vnc•JGWo.UlrvsL.tbrn • w5vw.wpaDirU.^.cOm DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! cxrti+D ,9v :AH» 1 n1C c lA .:a GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to Identify Los trusses no estan marcadosde ningtin modo que the frequency or location of temporary bracing. idendfique la frecuenda o localizaddn de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo; installing and temporary bracing of trusses.. instaladon y anioshe temporal de los trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good Practice fQL BCSI 1-03 Guia de Buena Prattio para el Maodo. Instaldfdpp tlaDdllOg,,.,IpStallinp &' BrailIlg of Metal Plate y Arriostre de los TrVsses de Madera onnertatlosSQp CijnaWed Wo0AJLussP5 for more detailed information. places de Me, talRaa Pafa mayor informacion. 'Trust; Design Drawings may specify locations of Los dibujos de diseno de los trusses puedeh. espedlicar permanent bracing onindividual compression las localizaciones de los ardostres permanentes en los members. Refer to the @tom@3—%Oa apt miembros Individuales en compreslon. Vea la ho)a LCsu= Sheet - Web Member Permanent Bracinci/Web SCSI -83 Dara Los arriosttPsl2ermanentes Jrefuerz a los Reinforcement for more information. All other miembros smndados fwebsl para mayor informaddn• El permanent bracing design is the responsibility recto de arrfostres permanentes son la responsabilidad del of the Building Designer. Disefiador del Edifido. Qi The consequences of improper handling, installing:, ` and bracing may be a collapse of the structure, cture, or , worse, serious personal injury or death. �•, � f? �e1 EI rmtrado de un manejr,, instalacion y arriostre inadecuados, puede ser la caida de la estructura o aun peoc rnuertos o heridos.. 'Banding and truss plates have sharp edges. wear &gloves.when handling and safety glasses when cutting banding. ` Empaques y placas de metal tienen border afilados. Use guantes y lentes protrttores cuando Corte los empaques. HAND ERECTION — LEVANTAMIENTO A MANO Q TNSSeS 20' Of t �7f Trusses 30' or less, support -- --'= _ LYJ less, support . ; '' pport at at peak.I quarter points. I�-!_•\ ./.`��I Levante Levante de del pico,los I los cuartos trusses de 20 de tramo los pies o mends. -II--- L Wsses de 30 - Trusses up to 20' I pies o mends._I E Trusses up to 30' t Trusses hasta 20 piers TNssrs hasta 30 pies HOISTING— LEVANTAMIENTO PHold each truss in position.wlth the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga Cada truss en posici6n con la gala hasta que el arriostre temporal este instalado y el truss asegurado-en los soportes. _ ® Dr, not lift trusses over 30' by the peak. No. levante del pito los uussc: de mas de 3U pies. - Greater than 30' Mas de 30 Dies I HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD-DEL TRUSS r j 60 - or less HANDLING MANEJ® Approx. 1/2 truss length Tagline TRUSSES UP TO 30' QAllow ho more No permits mar Q Use special care in Utllice cuidado ! -.. - �—=—>• than Y' of denec- de 3 pulgadas de windy v:eather'or especial en dial , �., TRUSSES HASTA 30 PIES eon for ever; 10' pandeo par sada 10 near power lines ventosos o cerca de j df span. pie; de iramo. and airports. cables electrices n de aeruour_rtos.' Spreader bar - ° Toe•in t Toe -in O Spreader liar for Spreader bar 1/2 to 5e truss bundles Tagline = 2J3 truss length . TRUSSES UP TO 60' TRUSSES HASTA 60 PIES T I 0 O ,a ra Check banding Revise losempauve5 I` _ Locate Spreader bar 10' Attart. prior ;o moving ant, de mover Ips above or sti�beck max. • i mid -height bundles. p queies de trusses, FPick up vertical 'Levante de la cuerda + - bundles at the superior los grupos �,' Avoid lateral bending vite la flexion lateral. Ir . ' top chord.. vericales de carS5P5. ��yy Spreader bar 2/3 to 3/4 truss length —� gg Tagline TRUSSES UP TO AND OVER 60' 4 TRUSSES HASTA Y SOBRE 60 PIES_y P R, BRACING - ARRIOSTRE Do riot store No abnal.ene ; Qi Refer to f}CSL-82.$.ummafyS2te.2LTn rc4lps)s111a= , }` -._ yrL._• x� , `' .i� unbraced bundles verUralmente lot i S!2[Land_T.elllpolad_UfuLRg for more information., ONE WEEK OR LESS MORE THAN ONE WEEK 0. C I' JET Bundles stored on the ground for one week or more should be raised by blocking at V to 10' on center. Los paquetes almacenadus en la tierra por una semana o mils deben ser elevados Can bloques a cads 8 o 10 pies. -' For long term storage, cover bundles to pre - 'vent moisture gain but allow for ventilation. Para afmacen-amiento par mayor dempo, rubra los paquetes para prerenir aumento de humedad pero permits ventflaci6n. .y-htDVStLe_LefllpDM para mayor iniormaCion. , d i ® Do not walk on unbraced trusses. - i j No camine an trusses sueltos.. r Top Chord Temporary Lateral . I �( Locate ground braces for first truss directly' Bracing (TCTLB) i' • ' in line with all rows of top chorb temporary ^ i lateral bracing. Coloque los arriostres de tierra para el primer tails directade a linea con \ Donotstore. on No almacene en I sada una de has filess de rrioiostres laterales 2x9 min: uneven ground: tierra desigual. temporales de la cuerda superior. Brace first truss well before erection of a additional trusses. ' vaira; u1° N _• ., � 7kY f Ir 4. i . r'�Ar BRACING FOR THREE PLANES OF ROOF ,EL.ARRIOSTRE EN TRES' PLANOS DE TECHO I• , a This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo lasses 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 Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo _ 30'.to 45' 8' o.c. max. 30 a 45 ples 8 pies maxlmo - 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'• _ 4' o.c. max. 60 a 80 pies` 4 pies maximo :Consult a Professional Engineer For trusses longer than 60'. Consulte a un ingeniero para trusses de mas de 60 pies. See BCSI-B2 for TCTLB options. - Vea el BCSI-B2 para las opciones de TCTLB. \ Q Refer to 001:ak_ Sur1)matx.shetzr, Ctable.CncLErame BIan09 � Vea el IeSl aell 4eLIC455iefIl71t1d1 de_u0_teshosl Qo5_ BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES 1 EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS'3x2 Y 4x2 • �, Refer to BS51-62_ - Maximum. lateral brace spacing 5ummdLY sheei. 10' o.c. for 3x2 chords =TftOROLdB'�IlSt. ' - 15' o.c. for 4x2 chords Diagonal braces l5' - Ps'LmdR£L1EBIdCi49. MLPsuatLsLChorcL �0' of every 15 truss .[Cusses for more spaces (30' max.) I information: Vea l� uWel> „ l /ire I ! f 1 � L I!i ) 13G5l�Z_A.ruo ire_ `! 1 perf1 aMiLL-de I I The end diagonal Iryx t i' i y ` F x \ps J`sks tNkne>_d.:.sueLdas. brace for cantilevered ualb•Lelas para mayor information. trusses must be placed Lateral braces on vertical webs In line 2x4xl2' length lapped with the support. over two trusses. INSTALLING INSTALACION 1 Imo( Tolerances for Out-of•Piane. — Tolerancias para Fuera-de-Plana ' Lv j I Length Max. Bow Max. Bow Ma Length--► + . ..... —Lengt —► ` Max. Truss Bow Length 3/4' 12.5' 7/8' 14.6' Tolerances for 11 16.7' D/50 D (ft.) Out -of -Plumb. - .I 1/4' 1' 1-1/8' Tolerancias para Cl 1-1/4' 20:8' \ 5'0.3 i i. - I • Fuera-de-Plomada. t r a ; ! Plumb 3/4' 3' ' a a: bob 1• 4' T1-1/2" Repeat diagonal braces. 0l50 max .��J'g,, 6' QRepilosarriostres'`' 1'•3/4" 7' ra- diagonales. 2" a 8' 1 I CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Set first rive trusses with spacer, pieces, then add diagonals. Repeat Do not proceed with construction until all bracing is securely - Maximum Stack Height process on groups of four trusses until all trusses are set. and properly in place. for Materials on Trusses Instale los cinco primeros trusses con espaciadores, luego los ardostres ( No proceda con la construcd6n hasta que todos los arriostres Material �Hel2g;hldiagonales. Repita este procedimiento en grupos de cuatro trusses ester colocados en forma apropiada y Segura. Gypsum Boardnasta que todos los trusses esten instalados.Plywood or OSe Do not exceed maximum stark hei hLs Refer t' B - - 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4xl2' length lapped over two trusses - 10' -1S' max.., Diagonal braces every 10 truss spaces (20' max.) Some chord and webmembersnot shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces. every 10 truss 10' -IS' max spaces (20' max.) same spacing - as bottom chord lateral bracing Some chord and web members not shown for clarity. - , DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! i g O. 551_-- Asphalt Shingles 2 bundles i 5.001m+7LY_ShLeL- GgRstr4L[ioIl.Lpad(R4 for more information. - Concrete Block 6• i No exceda las m6ximas alturas recomendada5. Vea el ILSVQ1f:L1. Clay Tile 3-4 tiles high BSsi �ra[gd dL C4l15l1llGC1911 para mayor informad6n. xt ® Do not overload small groups or single trusses. ' Nosobrecargue pequeilos grupos o trusses Individuales. - Place loads over as many trusses as possible. - Coloque las cargas sobre tantos.trusses tomo sea Posible. Position loads over load bearing walls. ! Coloque las cargas sobre las paredes soportantes. `ALTERATIONS — ALTERACIONES — - 0 Refer to @CSJ 65�.u1nn1a1Y_Shed JiLss_Rama3e 1gb5iceModifir�tionsslnd IDSSallaLou Erl4ls. Vea el LLs1011eIIBC5i=@S_Ud71o5SieSfLs5.L5,.Modi CaGiROes. tLgL0.btdy_EfLOICS de Instalad6jL.. ®Do not cut, alter, or drill any structural member of a truss unless _, r .Specifically permitted by the Truss Design Drawing. I E n No torte, alfere o perfore ningun rniembro estructural.de los trusses, a memos que este especificamente permitido en el dibujo del disefio del truss. Q, Trusses that have been overloaded during construction or altered without. the Truss Manufacturer's prior approval may render the Truss Manufacturers limited warranty null and void. . Trusses que se han sobrecargado durante la construcci6n o han sido alteiados sin unaautorizaci6n previa del Fabricante de Trusses, pueden redudr o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact tat the Contra[bu and sane operator (If applicable) are a. pable m undertake the work they have agreed to do on a particular project. The Conbactor should seek any required assistance regarding construction practices from a competent party. The methods and procedures auained are Intended to ensure that the overall consWNon techniques employed MII put floor and roof trusses into place SAFELY. These recommendations for handling, Installing and bracing wood trusses arc based upon the callectNe experience of leading technical personnel In the wood truss Industry, but musL due to the nuerre of responsibilities Inwlved, be presented only as a GUIDE for use by a qualifieel Building Designer or Erecdon/Installatlon ControGor. It Is not Intended that these recommendations be interpreted as superior to any design specifiation, (provlded by either an Amhlt¢L Engineer, the Building Oesignor, the EreNon/Insu Nation Contractor or otherwise) for handling, Installing and bracing wood trusses and It does not preclude the use of other.rquhalent methods for bracing and prwidi g stabllity for the walls and columns as may be determined by the truss Erectbn/Installadan Coneacm.. Thus, the Wood Trus, Council of America and the Truss Plate Institute azpressly disclaim any responsibility for damages arising from the use, application, or rellame on the recommendations and Information contained hereln. UNT^CR 1. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE, 6300 Enterprise Lane • Madison, wl 53719 218 N. Lee St, Ste. 312 • Alexandim, VA 22314 _ 608/274-4849 • www.woodtwSs.wm -1 703/683-1010 • www.tpinSLorg - 81WARN11x17 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. FIT STRONGBACK BRIDGING RECOMMENDATIONS 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 10' o.c., and attached to walls at outer ends or, restrained,by other means. Puentes de espalda fuerte aumentan los trusses de rendimiento por limitar la deflexion y vibration. Instale espaldas fuertes en lugares indicados por el disenador de truss o disefiador de edificio. Espald_as fuertes deben ser un minimo de 2x6, orientados verticalmente, esp iciados 10' o. c. y pegados a la pared o, fines externos o comedidos de otra manera. f 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 instalaci¢n en el truss mismo. Dos ejemplos de etiqueta de truss estan mostrados aqui. Some Truss Manufacturers mark the truss with a recommendation for Strongback bridging. One example of truss tag is shown here. Algunos fabricantes de truss marcan el truss con una recomen- dacion para puentes de espalda fuerte. Un ejemplo el la etiqueta de truss mostrada aqui., STRONOBACK�BRIDGINGk�=��'�iz`�r'" . 'RECOMMEYNDED`) CABALLETEtJ." DE'ESPALDA1jl`j FUE Eri u ` f alb RECOMENDADAt`w�m_�� } ® Never overload small groups or single trusses Do not allow materials to lean against walls. Nunca sobrecargue grupos pequen`os de trusses solos. No perri•mite que mat eriales se recarguen en las paredes. . This document summarizes Part 7 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 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.corn 0 im ' P TRUSS PLATE INSTITUTE' 218 North Lee Street, Ste. 312 Alexandria, VA 22314' 703/683-1010 • www.tpinst.org CONSTRUCTION LOADING - CARGANDO CONSTRUCCION Proper distribution of construction materials is a must during [JJ 'Position load over as many construction. See BCSI-B4 Construction Loading, for specifics. trusses as possible with Distribution propia de materials de construction es un a* longest edge perpendicular obligation durante construction. vea 6CSI-84. Cargado de. to trusses. Construction, para especificacione' de carga: Posicione carga sobre to vias trusses que sea posible con la orilla mas larga perpendicular a los trusses. ® Never overload small groups or single trusses Do not allow materials to lean against walls. Nunca sobrecargue grupos pequen`os de trusses solos. No perri•mite que mat eriales se recarguen en las paredes. . This document summarizes Part 7 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 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.corn 0 im ' P TRUSS PLATE INSTITUTE' 218 North Lee Street, Ste. 312 Alexandria, VA 22314' 703/683-1010 • www.tpinst.org CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED_ REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Q Trusses are the correct dimension. Dimensiones del edificio concuerdan con pianos de Dimension de los trusses es. corrects.. ' construction. Q Tops of bearing walls are flat, level and at the correct Q Supporting headers, beams, walls and lintels are elevation. accurately and securely installed. La parte superior de las paredes de sostener son Travesanos (headers), vigas y linteles e_stan precisa y planas, nivelada y a la elevation correcta. seguramerite instalados. Q Jobsite is backfilled, clean'and neat. Q Hangers, tie -downs, and bracing materials are on site Terreno en la obra esta relleno, limpio y piano. 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 instalacion debe tener'conocimiento del plan de instalacion y requerimientos de arriostre. .Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias 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=65 Summary -Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha lido reportado al fabri- cante de trusses. Vea el resumen BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores de Irista- lacion. 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 Establish Ground Bracing Procedure: Exterior or Interior s Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB TCTLB AlBracing to wall or end jack for hip set . � Flr..l ou.a lar gomo py1„44' aM Immo) of Omced Gldutl Mara 9:�', I group of ous^m �p c� F First truss Gmbh W. wficrd Wall bracing suu a ^k � gnQup grouts - yi1.` •+Npert prpmo :.*r . mka-- . c EM Mas - ' Ibrizanml Ib mpnM;r ma,—am �'ti ti x:� x s?'?R r.r,??, r.!'isq"z,l':',a-;1'+�F .. vl.y,,.� 3F,'! a X77 t EXTERIOR GROUND BRACING > x%n r 7; TQy,car...o...:o..oFa�.w �' ,.•aGc .:Y ri?E 'o- .7F ' ° r*,4& .r�+'r'.x�•i"y�y'�'i'.k `St.�4' °�^, - .k7yV=Y' NTERI`OR.GROUNDFBRACING • .c •x 'sP Yh"� `��{' rS. xc?iwt<Y:a +'Y3:."•°�S4ffiAC�10' d r ' INTERI0kt6k0UNDrBOWr r ,-+=r*r.c,R,RIOnREDE1 ERRAEXTERIOR.''IzO'�RE�Rpe11'� a,•={ AR 9FIi? E.E ^IIa'0.3-aRR.�` P Calculate Ground Brace Locations 2 ■ Calcule Localization de los Arriostres de Tierra t 0 Use truss span to determine TCTLB bracing interval of Top Chord Temporary Lateral Braces . from table. Use la longitud de tramo para determiner el espaciamiento del arriostre lateral temporal de la cuerda'superior en la tabla adjunta. Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del AL TCS 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 6ies maximo 60' to 80'* 4' o.c, max. 60 a 80 p'ies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. TCTLB �� r e., Ir*A irf -Uneo. j 0— 8'aaaomoto 10" or greater � ,� • Trussattachment ao'-0•,o�n required at support(s) Trso— Q Locate addltlonal TCTLBs at each � Locate addltlonal TCTLBs over' -Locate a vertical ground brace at change of pitch. bearings if the.heel height is 10.1 each TCTLB location. Localice ALTCS adicionales en cada or greater. Localice un arriostre de tierra verti- cambio de inclination. Localice'ALTCS' adiclonales cal en cada ALTCS. sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas... Set First Truss and Fasten Securely to Ground Braces 3 ■ Coloque el Primer.Truss y Conectelo en Forma Segura a los Arriostres, de Tierra [J1 Set first truss or gable.end frame and fasten securely to ground brace'verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma Segura a los arriostres de tierra verticales y a la pared, o tomo indique el disenador del edificio. Ejemplo del primer truss instalado. . TCTLB I TCTLB 14 a locations 'locations TCTI R IMPORTANT SAFETY WARNING! A First truss must be attached securely to all ground braces prior:to removing the hoisting supports. A ADVERTEPNCIA IMP®RTANTE DE SEGURIDAD •El primer truss debe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la grOa. Set Next Four Trusses with TCTLB in Line. with Ground Bracing 4w: Coloque los Siguientes Cuatro Trusses con los ALTOS en' Linea, con dos Arriostres de Tierra Fvj Attach trusses, securely at all bearings, shirnming bearings as necessary. Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesan . o. 'Ejemplo, de los cisco priniercis trusses. See options below See options below See options below Mr�q RIOWGROUNDINfRam Ggo w�q IOR UORIGROWWWWO 23. 91 V_ - NPV. Kmp LAW! 100 4;ikRio�ffftTg;!q, pgg RRIGS.IRt'dLV)�-ITIERRAlIrNVTE The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciaiPiento para ALTCS. Option. 1 'Option 2-,. Top Nailed Spacer Pieces End -Grain Nailed Spacer Pieces Opci6n I Opci6n 2 Piezas de espaciamiento Piezas de espaciamientos clavadas arriba conectadais al extremeo 2 ; 7"+ 11/2" minimum Use 2-16d deformed end distance shank nails minimum 17at each spacer to truss 1 V2 PU19adas U 22 1/2 distancla connection. de extremo Do not use split Use tomo min . lmo 2 2 nails minima ves largos (1 6d shank spacer piLces. cla at every nails) en cada conecci6n connection No use piezas'de de los espaciadores con - 2 clavos en espaciamiento con el truss. cada conecci6n :­ & rajaduras. 27"+ Do not use split spacer pieces. A/- 221/2" ol 'Option 3 Proprietary, Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentadd See manufacturer's specifications. Vea las especificaciones del fabnc'ante. use p zas espaciamiento con 4 rajaduras. IMPORTANT SAFETY WARNING! ds 7 Never release the truss from the hoisting supports until all top chord temporary \7 lateral braces are installed and bearing attachments are made. O ADVERTEJVCIA IMPORTANTE DE SEGUR IDAD Nunca suelte el truss de los soportes de la gr&a pasta que todos los arriostres later'ales de la cueida superior est6n instalados'y.el truss este conectado a los so , portes. 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 connecion, :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 instalacion impropiapuede reducir la Fortaleza de el truss. Pongase en contacto con el fabricante de los trusses .Do not cut truss webs. This condition needs a repair. o un profesional de diseno para remediar el problema. No torte 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 Examples of Damage or Alterations immediately. Failure to report may void any warranties. Ejemplos, de Dan"o u Alteraciones Reporte dano alteraciones o errores de instalacion a.el fabricante de los trusses inmediatamente. Falta de reportarlo puede poser en nolo la garantia. Cracked web 2. Do not attempt.to repair the truss without a Repair Truss Design Drawing (RTDD) from the Truss Manufacturer or a Design Professional. pamaged plate No intente'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. A 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 manor el oficial de edificio, disenador de edificio,. u'el dueno_ Removed plate Drilled hole puede pedirlo en cualquier momenta 4. If a RTDD is not for the exact field condition'or cannot be accomplished, inform the Truss Manufacturer or Design Professional. Si el dibujo de reparo de el diseno de truss (RTDD) no es para la condition exacta, o no�puedeser 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. 0 Metal nail -on plates. Laminas de metal que se clavas. [71 'Lumber scabs or repair frames over broken chords or webs. - . Scabs de_madera o armazon de reparo sobre cuerdas o miembros secundarios quebrados.. FvJ Truss plates applied by a portablepress. 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 vaso por caso. Examples of Repairs Ejemplos de Reparos Plywood or OSB gusset Mepair 20050501 Gable end frames contain -vertical members arranged like ',�S They may also experience lateral loads: All sheathing, bracing Flat studs. They'are designed to transfer vertical load. and connections must be designed to transfer these loads safely. Armazones do hastial contienen miembros verticales into the structure and foundation. puestos tomo sementales planos. Estos son'disenados Tambien pueden Ilevar. para transferir cargas verticales. cargas laterales..�� Gable end frame Todo enfundamiento, .e Armaz6n de hastial arriostramiento y RE l connecciones tienen _ x queestar disenados a r! yk rtW 4�1� 1 para transferir estas cargas seguramente 5;„> a la estructura y r- r r k r Continuous tieari g wall? Pared continua de mjfnete fUndaClOn. f ' • 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 disefiado 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 Armaz6n de hastial Diafrag i a de do teja F- - WIND FORCE- FUERZA DE I, VIENTO Sheathing • - Enfundamiento Ceg diaphragm , Diaf2gma de techo End wall ti 1 Pared de extremo y Under -,d esigned•systems can fail in a number of ways. Sistemas?disenados ba)o estandar, pueden fracasar en varias , formas. Roof diaphragm , Diafragma de tejado HIGH WIND FORCE Excessive bow in FUERZA ACTH DE ` gable end frame.. VIENTO Inclinacl6n excesiva .. en los hastiales -Connection failure between top of wall and bottom of gable end frame. n - Ceiling and finish cracking and related serviceability Fracaso de conecri6n entre la'f.issues (i.e. construction defects). ' parte superior de la pared y la Rendija en el techo o terminado y asuntos parte inferior de el hasadaI. reladonados de utilidad (por ejemplo defectos en la construccicin). _ 5 DE DISENO Examples of Gable End Frame Bracing . Ejemplos de Arnostramiento de armazon.de hastial Diagonal bracing and blocking by Building Designer Arriostramfento diagonal y bloqueado ' " par el diseilador de edifido " . Gable end frame �r�• by Truss Designer Armaz6n de hastial' ,por el disefiador de truss ' Horizontal L -reinforcement if required / Lugar de refuerzo-L' - I si requierdo Frame -to -wall connection,t ' by Building Designer Conecci6n de Ceiling diaphragm estructura a pared. 'I by Building Designer _ por el disefiador de edifido - Diafragma de techo - • por el disefiador de'edifido .. Blocking,- • by Building Designer . Bloqueando por el diseilador de edificlo Gable end frame i ry by Truss Designer 10 Yrs ry _ Armaz6n de hastial Por el dlsena_dor de truss Frame -to -wall connection by Building Designer Conecd6n,de estructura a pared por el diseilador,,de edifidlo 1 V Blocking Bottom chord continuous lateral Bloqueando and diagonal braces by Building Designer Cuerda Inferior continua lateral y. . arriostramientodiagonal ' • por el disenador de eddido y 86Gable 20040401 f