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04-4555 (SFD) Truss Calcs• i S er bc. sfudioengineersinc. structural consultants • ' `�,, Ioseph�A;,Tasca_. �� Pfinc Vol - 103 Vio Tusu Santa Barbaro, CA 93105 a:805.681.3660� I>,Sl - (:805.681:3610 ilasca@sludleengineersinc.coi � a , w ww:sludioengineersinc.com A Co w many ; w., { �:� ,...,,...�.::.� '� k- to s s . c�it.cuL�lcws ,ciej lti S� fo CITY OF LA QUI NTA # G90/� -r_: 00VLfeWAfVCX - 4.1 r Q� BUILDING & S . y . - AFETY DEPT T/ Sid-°GIcT'u/ "Pt�VS a 9 �. �hF�®VE®� fCONSTRUCTION FOR S'i9 C• T U ' O q L�� .h #moi DATE g a: -75-110,ST. CHARLES PL CE • "SUITE 11A ,` 33 PALMDESERTCA92260 JOB No.: .PHONE. 760-3417-2232; FAX:' 760-341-2293 NAME: .� STLcs :. PROJECT: e1 ✓- Lr Ute- �p� Al AN FACTURING YARD: , . TYLER--. THER:MAI;` -,CA. 92274:' •.?4� Ulf VC33 d 55755 ,. s 1.FAX::760-399-9786MAR ev, :f '' # Off• y3 -w` , 1 NATIONAL INSPECTION 'ASSOCIATION, INC. - W— —E Quality Systems Management, Inc. ® s National Testi", shoo. Origination u'&1e: 0/-200: �1C.'� 1Tt`fiCl L1il.C.li.lyt.4.SS•'/.Y/rliC'C �(!1.'if%'Jl!L£�P1iC� JAS -AA-583 t iil�ri6� �l::i:'. ��G::liiiC/i;a i','G•uC: ?lYiJ'S ' Non Listed Fabricator's Audit . Report Number: A-. 030 l Audit Date/Arrive/Depart: /d - g/o;),-) Illy, Fabricator's Name: .-Location: 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? ......... :....... io : "i."Orrner?t'7 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 Revision No. C #J3 Yes k -'--.No Yes No Yes No Yes No Yes No Yes _,� No c No - --------- Yes v,,' No Yes i.�, No Yes No ✓'� _ CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade REMARKS Joint_Accuracy is within 1/8" — — ii C__ :;;calf :al\$i ;TPI 201-J"2 Plate Size ICC ES Plate to Wood Tolerance is within 1/32" Per AC -98 Per AC -98 Label Legibility _Labels on Site - Stamps Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process t/ Per AC -98 Any Test Performed or Witnessed Is There Product Tractability Per AC -98 Per AC -98 Any "CAR" Reports From.Last Audit Per AC -98 Any Shut Downs or Disruptions In Production f Per AC -98 Any Samples Taken - : Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards? -� Required Signatures Far 4tor Q.C. Supervisor Auditor for National Inspection Association i P.O. Box 3426 E -Mail: NIAgillette@vcn.com (307) 685-6331 Office . Gilktte, Wyoming 82717-3426 Cellular Phone:. (307) 689-5977 (307) 685 6331 Fax Page OneAof Two ; f. e , ►{ Mrd A';; _._-.'�_"-T -, Wf_.$,_ zr, j'+` _' -- 9 __ .-tii•cgi.,';'. C14 �n-I 101 C15 11 i H (n a n •n n z �' m h4' w : �3±` ' �tiMI.D3 o r o r Y a < a < s ryi rpi, :1 a m a in r �.. 4' un o o Ln o 0 0 0 0 ro ro v ro ro t� O t� Ph M ft ♦M M K W F (GKARV/S�C'��' NG, <<� �G,���` NASO q, -Q `F� fJ �C< tP` ' ti d• p � ACCO �00 � voov' v E E2. 'a m, �wi _ �F�yP�c�`OG•Ap.> > y m r c a o <�0�� mmnnn n E` fi Qy O %pO<.L = w a a o N m m q O ti yy 20 Ni G� - u, �G�-, c r r o pi r � ice; •; ySRf.., VK V�n Q D a WP W P• ' (VI l d B /11 a A3 [C2 .c n .. y ` C3 r /C5 C4 5 C6 - oo n 00 cg/t Cl C14 �n-I 101 C15 11 i H (n a n •n n z �' m h4' w : �3±` ' �tiMI.D3 o r o r Y a < a < s ryi rpi, :1 a m a in r �.. 4' un o o Ln o 0 0 0 0 ro ro v ro ro t� O t� Ph M ft ♦M M K W F (GKARV/S�C'��' NG, <<� �G,���` NASO q, -Q `F� fJ �C< tP` ' ti d• p � ACCO �00 � voov' v E E2. 'a m, �wi _ �F�yP�c�`OG•Ap.> > y m r c a o <�0�� mmnnn n E` fi Qy O %pO<.L = w a a o N m m q O ti yy 20 Ni G� - u, �G�-, c r r o pi Job -Name: JAN & DAVE JACOBSEN Truss ID: A Ot : 1 Drw : RG %-LOC REACT SIZE REQ -D TC 2x4 SPP 165OP-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) .1 0- a -1a 1670 5.50• a.39° BC 2x4 SPF 2100F -1.8S THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -360 lb a 16- 3- 4 1890 -5.50• 2.71• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -407 lb RG REQUiRffi�NTS shovnare basad ONLY" Permanent bracing is required (by others) to PLATS VALUES PER ICBO RESEARCH REPORT #1607. This trues is designed using the n the Crues material at each bearing prevent rotation/toppling. See BCSI 1-03" Bldg BCode. and ANSI/TPI 1. Bldg Enclosed =Yes, Importance Factor 1.15 Truss Location - End Zone TC FORCR A%L END CSI r 1-2 -.4401 0.19 0.23 0.42 Hurricane/Ocean Line f No d Exp Category = Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -3887 0.15 0.25 0.40 - _so 3-4 -3887 0,15 0.25 0.40 Mean roof height = 16.33 ft, mph UHC Essential Facility, Dead Load = 13.0 psf 4-5 -4402 0.19 0.23 0.4a _ __LOAD CASH #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC FORCE ASL BND CSI TC Vert 90.00 0- 0- 0 90.00 8- 0- 0 0.44 6-7 _. 4182 0.36 0.47 0.83 TC Vert 218.44 8- 0- 0 218.44 8- 6- 0 0.44 7-8 4182 0.36 0.47 0.83 - TC Vert '90.00 8- 6- 0 90.00 16- 6- 0 0.44 BC Vert 48.54 0- 0- 0 48.54 16- 6- 0 0.00 WEB FORCE CSI WEB FORCE CSI ... Type... lbs R.Loc LL/TL 2-7-519 0.18 4-7 -519 0.18 TC Vert 220.0 8- 0- 0 1.00 3-7 705 0.aB - _ TC Vert 275.0 8- 0- 0 0.00 a ` - TC Vert 220.0 8- 6- 0 1.00 w • TC Vert 275.0 8- 6- 0 0.00 , MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) _ L- -0.12" D- -0.22" T- -0 34 Joint Locations = _ _. 4-7-' • 3-7-15. "- 3-7-1_ 5- ' 4-7-� _. 1 0- 0- 0 5 16 - 6- 0 _ • 2 4- 7- 1 6 0-- 0- 0 4-7-1 8-3-0 11-10-15 16-6-0 3 8- 3- 0 7 8- 3- 0 4 11-10-15 8 16-"6- 0 1 2- 3 4 5 + 50 495# 495# ? 3 50 , 3 4.6 1.5-3 1.5-3 2-7-14 3-2-10 3-10 3-10 I SHIP 1 =0-3-14 T0_3_71 3-8 I 0 * HI , B2 B - t`CT A���0 GAR�� v 16-6-0oa�4���"� 6 8-3-0 8-3-0 C tiy� �U07 8-3-0 16-6-0 `- 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng: Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TP1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussi is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf Rep Mbr Bind 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 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', > CA. 92211 'ANSl1TPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 It 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Segn T6.4.17 - 0 JOS- Name: JAN & DAVE JACOBSEN Truss ID: A2 Qty: 3 Drw : RG %-LOC REACT SIZE REO,D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 -UPLIFT REACTION(S) 1 0- 2-12 908 5.50" 1. BC 2x4 SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -195 lb - 2 16- 3- 4 .1 1128 5.50" 1.62" WEB 2x4- HF STUD - MULTIPLE LOAD CASES. Support 2 -267 lb RG REQUIREMENTS ahoaa are based ONLY This trues is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. 75-110 St. Charles pl. ste-11 A a the_iruss material at each bearing UBC -97 Code. - - - 'ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf - Bldg Enclosed Yes, Importance Factor 1.15 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, TC FORCE A%L END CSI Trues Location End Zone Seqn T6.4.17 - 0 - 1-2 -2204 0.04 0.16 0.20 Hurricane/Ocean Line- No , Exp Category = C 2-3 -1640 0.02 0.16 0.18 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft ,. 3'-4 -1640 0.02 0.16 0.18 Mean roof,height = 16.37 ft, mph = 80 4-s -2204 0.04 0.16 0.20 UBC Essential Facility, Dead Load 13.0 psf BC FORCE AXL END CSI 6-7 '2078 0.27 0.23 0.50 -. 7-8 2078 0.27 0.23 0.50 - 8/23/2004 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. Scaler 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by thelocalbuilding code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at Ill 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job- Name: JAN & DAVE JACOBSEN Truss ID: A3 Qty: 1 Drw : RG K -LOC REACT SIZEREWD TC 2x4 SPF 165OF-1. 5B Plating epee : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 908 5.50 . 1.50• BC 2x4 SPF 1650F-l.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -195 lb 2 16- 3- 4 1128 5.50• 1.62• PLEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -267 lb RG REQUIREMENTS shoos are based ONLY GBL BLR 2x4 HP STUD PLATE.VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the - n theftruss material at each bearing Gable verticals are 2x 4 web material spaced UBC -97 Code. at 16.0 " o.c. unless noted otherwise. Bldg Enclosed =Yes, Importance Factor 1.15 TC FORCE AaL BND CSI Top chord supports 24.0 " of uniform load Truss Location = End Zone 1-2 -2204 0.04 0.16 0.20 at 20 psf live load and 25 psf dead load. Hurricane/Ocean Line = No Exp Category - C 2-3 -1640 0.02 0.16 0.18 - Additional design considerations may be Bldg Length a 40.00 ft, Bldg width 20.00 ft 3-4 -1640 0.02 0.16 0.18 - required if sheathing is attached. Mean roof height - 16.37 ft, mph 80 4-5 -2204 0.04 0.16 0.20 [+] indicates the requirement for lateral UBC Essential Facility, Dead Load 13.0 psf bracing (designed by others) perpendicular - - BC FORCE AXL BND CSI to the plane of the member at 63 -intervals. 6-7 2078 0.27 0.23 0.50 ' Bracing is a result of.wind-load applied 7-8 2078 0.27 0.23 0.50 - to member.(Combination axial plus bending). .. .This truss requires adequate sheathing, as WEB FORCE CSI WEB FORCE CSI _ - designed by others, applied to the truss - 2-7 -578 0.20 4-7 -578 0.20. face providing lateral:support for webs in 3-7 529 0.18 - the truss plane and creating shear will - action to resist diaphragm loads. - •• - - ' - - MAX DEFLECTION (span) : ., L/999 IN' MEM 6-7 (LIVE), . - - - L= -0.07" D- -0.11" T- -0 18' . Joint Locations =1 0 0 0 5 16-=6= 0 2 4- 7- 1 6 0- 0- 0 3 8- 3- 0 7 8- 3- 0 4-7-1 3-7-15 34-15 4-7-1 4 11-10-15 8 16- 6- 0 4-7-1 +, 8'3 0 11-10-15 16-6 0 r 8-3-0. 1 r 8-3-0. . 1 2 3 4 5 t 3r 50. -3.50, ` 4-4 2-8-12 3-3-8 .'- f I 4.4 4-4l SHIP t 1 IO -3-14 r 3-8' , y.. B, B2 Q�Q t\RCH/T��l GAI?,- b s 7 8 8-3-0 8-3� 8-3-0 1s s-0 �� TYPICAL PLATE: 1.5-3 w sfAl g'6 4 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: E15331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards.. No responsibility is assumed for dimensional accuracy. Dimensions - Dsgnr• BRYA - T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25:00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 PalmDesert CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive; Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Segn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: B Qty: 2 Drw : WO: B5331A RG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.SB Plating Spec : ANSI/TPI - 1995 This design based on chord bracing applied and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1. 0- 2-12 2760 5.50• 2.27• BC 2x6 HP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF .per the following schedule: 2 24- 5- 4 2760 5.50• 2.27• WEB 2x4 HP STUD MULTIPLE LOAD CASES. max O.C. from to 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 RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 16- 8- 0 25.00 psf a the truss material at each bearing Drainage must be provided to avoid ponding. . . . . . . . . . . . . . . . . . . r . . . UPLIFT REACTIONS) O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 }AXL BC Dead 10.00 psf Permanent bracing is required (by others) to Nail pattern shown is for PLP loads only. Support 1 -519 lb TC FORCE END CSI prevent rotation/toppling. See SCSI 1-03 Concentrated loads MUST be distributed to Support 2 -519 lb 1-2 -6956 0.11 0.64 0.75 and ANSI/TPI 1. each ply equally. On multi -ply with hangers, This truss is designed using the ' 2-3 -8792 0.21 0.59 0.80 Continuous lateral bracing attached to flat use 3" nails min. into the carrying member. UBC -97 Code. - 3-4 -8792 0.21 0.59 0.80 TC as indicated. Lumber must be structural For more than 2 ply, use additional fasten- Bldg Enclosed Yes, Importance Factor - 1.15 4-5 -6956 0.11 0.64 0.75 grade. Brace ® 24" o.c. unless noted. ere as indicated from the back plys, or use Trues Location = End Zone 2-PLYI Nail w/lOd BOR, staggered (per NDS) any other approved detail (by others). Hurricane/Ocean Line - No , Exp Category - C BC FORCE ASL BND CSI in: TC- 2 BC- 2 WEBS- 2' PER FOOT1-• . . . . . . . . . . . . . . . . . . . . . . Bldg Length = 40.00 ft, Bldg Width 20.00 ft 6-7 6575 0.31 0.47 0.78 Mean roof height - 12.98 ft, mph = 80 7-8 6575 0.31 0.47 0.78 - UBC Essential Facility, Dead Load = 13.0 psf . ----------LOAD CASE #1 DESIGN LOADS ---------------- WEB FORCE CSI WEB FORCE CSI Dir L.Plf L.LOc R.Plf R.LOc LL/TL 2-7 2385 0.41 4-7 2386 0.41 TC Vert 90.00 0- 0- 0 90.00 8- 0- 0 0.44 3-7 -1415 0.13 - TC Vert 218.44 8- 0- 0 218.44 16- 8- 0 0.44 TC Vert 90.00 16- 8- 0 90.00 24-8- 0 0.44 BC Vert 48.54 0- 0- 0 , 48.54 24- 8- 0 0.00 - - ..Type... lbs R.LOc LL/TL TC Vert 220.0 8- 0- 0 1.00 - - TC Vert 275.0 8- 0- 0 0.00 - TC Vert 220.0 16- 8- 0 1.00 • TC Vert 275.0 16- 8- 0 0.00 MAX DEFLECTION (span) ' - L/999 IN MEM 6-7 (LIVE) . - - L= -0.19" D- -0.33" T= -0 7-6-0 4-10=0 4-10-0 7-" 7-" 12-4-0 17-2-0 24-8-0 ___= Joint Locations - - 7-11-11 7-11-11 • 1 0- - 0 5 24- 2 7- 6- 0 6 0- 8- 0 0- 0 2 3 4 5 3 12- 4- 0 7 12- 4- 0 2-PLYS1 -4 17- 2- 0 8 24- 8- 0 REQUIRED 3.50 49 I 8 8-0 9 3.50 T5-1 .5 2 1.5- T 2-11-7 2-1I1-7 4 6 1 Io 7 B 4 6 2-11-7 Io -7 s� r�p �` C 1H Tr�� B1 B2 24-8-0 6 7 8 12-4-0 12-4 12-4-0 24-8-0 8/23/2004 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' WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' BRYA T R S S W aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 U O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 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 25.00 psf 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint psf BC Live 0.00 p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, Wood BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 ANSI/TPI 1','WTCA I' - Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- SHEET' by TPI. The Truss Plate Institute is located Drive, Fax # (760) 341-2293 (HIB -9I) and'HIB-91 SUMMARY (TPI) at D'Onofrio Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: B2 Qty: 2 Drw : RG 8 -LOC REACT SIZE REW D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 - This design based on chord bracing applied i 0- 2-12 1357 5.50 . 1.50• BC 2x4 SPP 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 24- 5- 4 1357 5.50- 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPP 165OF-1.SH PLATE VALUES PER ICBO RESEARCH REPORT #1607.' TC 29.00" 6-11- 8 16- 8- 0 In the truss material at each bearing Heel plates analyzed for eccentricity. Loaded for 10 PSF non -concurrent BCLL. UPLIPT REACTIONS) ` Continuous lateral bracing attached to flat 'Drainage must be provided to avoid ponding. Support 1 -255 lb TC. FORCE ARL BND CSI - TC as indicated. Lumber must be structural 2-PLYI Nail w/lOd BOR, staggered (per NDS) Support 2 -255 lb 1-2 -2920 0.02 0.43 0.44 grade. Brace 0 24" o.c. unless noted. in: TC- 2 BC- 2 WEBB-.2 --PER FOOTI--- This trues is designed using the UBC -97 Code. 2-3 -3536 0.03 0.18 0.21- - - 3-4 -3536 0.03 0.18 0.21 Bldg Enclosed = Yes, Importance Factor = 1.15 Truss Location =End Zone 4-5 -2919 0.02 0.43 0.44 Hurricane/Ocean Line = No Exp Category = BC FORCE A8L BND CSI _ _ , Bldg Length - 40.00 ft, Bldg Width 20.00 ft 6-7 2711 0.20 0.30 0.50 - .. Mean roof height = 13.27 ft, mph = 80 DHC Essential Facility, Dead Load = 13.0 psf 7-8 2711. 0.20 0.30 0.50 - WHB FORCE CSI WEB FORCE CSI - - 2-7 892 0.15 4-7 893 0.15 - - 3-7 -488 0.05 - . MA% DEFLECTION (span) i L/999 IN MEM 7-8 (LIVE) . L= -0.11" D= -0.19" T= -0 30" Joint Locations =-- _ 1 0- 0- 0 5. 24- 8- 0 2 7- 6- 0 6 0- 0- 0 .. .. .. r - 3 12- 4- 0 7 12- 4- 0 _ t 4 17- 2- 0 8 24- 8: 0. 7 6-0 4-10-0 4-10-0 7 6-0� 7-6-0 12-4-0 17-2-0 24-8-0 9-11-119-11-11 2-PLYS 1 2 3 r 4. 5: REQUIRED3�- 8-8-0 f T - Ti 3-6-7 3-6-7 SHIP 5-6 5-6 1 z0-7$JQ-7-s1- 1311 6-6 B2 ��� PRCHITE�r � �0 saR�o 24-8-0IZC 12-4-0 J 12.4-0 12-4-0 24-6-0 OQ 8/23/2004 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: 3116" = 1' WART `G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not suss system. It has been based on specifications provided by the component manufacturer Chit: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussi is laterally braced by the roof or floor sheathing and the bottom chord is laterally brazed by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf Rep Mbr Brid 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 75-110 St. Charles pl. Ste -11A environment thaz will cause the moisture content of the wood to exceed 190% 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, 'ANSI/TPI 11,'WTCA I'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL TrussBC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C Qty: 2 Drw9: G K -LOC REACT SIZEREQ•D 1 0- 2-12 1618 5.50° 1.50° 2 18- 8- 4 6991 5.50• 4.63° 3 42- 1- 4 2331 5.50• 1.67- G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL HND CSI 1-2 -3534 0.03 0.16 0.19 2-3 -3229 0.01 0.46 0.48 3-4 -2338 0.01 0.78 0.79 4-5 3331 0.23 0.76 0.99 5-6 2547 0.19 0.60 0.79 6-7 -3958 0.03 0.66 0.68 7-8 -5784 0.11 0.74 0.85 8-9 -5631 0.06 0.35 0.41 9-10 -5794 0.08 0.19 0.27 BC FORCE AEL BND CSI 1-12 3336 0.25 0.08 0.33 2-13 3323 0.25 0.07 0.32 3-14 3153 0.24 0.11 0.35 4-15 1333 0.10 0.11 0.21 5-16 -6616 0.10 0.21 0.31 6-17 -6616 0.10 0.21 0.31 7-18 1800 0.13 0.09 0.23 8-19 5760 0.43 0.10 0.53 9-20 5455 0.41 0.05 0.46 0-21 5491 0.41 0.11 0.52 1-22 5496 0.41 0.11 0.52 WEB FORCE CSI WEB FORCE CSI 2-12 202 0.04 6-17 -4668 0.46 2-13 -272 0.03 6-18 2863 0.50 3-13 185 0.04 7-18 -2411 0.24 3-14 -1305 0.13 7-19 307 0.05 4-14 1575 0.27 8-19 385 0.07 4-15 -4006 0.39 8-20 192 0.05 5-15 4373 0.76 9-20 -142 0.02 5-16 -6735 0.62 9-21 118 0.03 5-17 5047 0.87 TC 2x4 SPP 165OP-1.5E BC 2x4 SPF 1650F-l.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. Install interior support(s) before erection. 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. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 2-PLYI Nail w/lOd BOR, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 • PER FOOT[** 4-59 459 ^ Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. + • ♦ + a t a t + + a + ♦ + + + + + r t + + Nail pattern shown is for.PLP loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). + a + t + + a + + + + + + t t + + r •'t a + ^ 7-1111 07-11-11 2 -FLYS 1 2�-3� 4 5 6 7 34� 8 9 10 REQUIRED3�, « 26 4-0 •ae« -3.50 3-4 6 3-8 6-1 4-6 -4 6 6 3-4 I2.7.,3 4-4 3J 0-3-14 2-4 5-5 3-4 3-10 34 6-8 3-6 3-4 5-5 2-4 63 B1 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7-11-11 34- 4- 0 UPLIFT REACTIONS) : Support 1 -207 lb Support 2 -1015 lb Support 3 -328 lb This trues is designed using the UBC -97 Code. Bldg Enclosed - Yes, importance Factor - 1.15 Trues Location - End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 14.33 ft, mph = 80 UBC Essential Facility, Dead Load 13.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 0- 0- 0 90.00 8- 0- 0 0.44 TC Vert 218.44 8- 0- 0 218.44 34- 4- 0 0.44 TC Vert 90.00 34- 4- 0 90.00 42- 4- 0 0.44 BC Vert 48.54 0- 0- 0 48.54 42- 4- 0 0.00 ..Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 275.0 8- 0- 0 0.00 TC Vert 220.0 34- 4- 0 1.00 TC Vert 275.0 34- 4- 0 0.00 T 3-I2I-9 =0-3-13 SHIP MAX DEFLECTION (span) L/999 IN MEM 18-19 (LZVB) L= -0.12" D. 1" T= -0 =_= Joint Locations = == 1 0- 0- 0 12 4- 59 2 4- 5- 9 13 7- 6- 0 3 7- 6- 0 14 10- 3- 2 4 13- 0- 4 15 15- 9- 6 5 18- 8- 4 16 18- 8- 4 6 24- 2- 0 17 21-6- 0 7 29- 6- 0 18 26-10- 0 8 34-10- 0 19 32- 2- 0 9 37-10- 7 20 34-10- 0 10 2- 4- 0 21 37-10- 7 11 O- 0- 0 22 42- 4- 0 -0 % V. 2� 42-4-0 2f�--I �� 11 12 13 14 Is 16 1718 19 20 21 22 _rts��� 4-54-5-9 4-5-9 if l6 1 of Q= P� �� � STATE Of GP 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx•• for HS 20 gauge or ••H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TP) and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19°A and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, r CA. 92211 'ANSI/TPI 1','WTCA I' - Wood Thus Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Palm Desert Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'. (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C2 Qty: 1 Drw : HND CSI RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1006 5.50 .1.50• BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 18- 8- 4 2900 5.50•; 3.78• WEB 2x4 HP STUD MULTIPLE LOAD CASES. max O.C. from to 3 42- 1- 4 1302 5.50• 1.87• Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 6-11- 8 34- 4- 0 RG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. Mark all interior bearing locations. UPLIFT REACTIONS) - a the truss material at each bearing Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support 1 -159 lb 8-19 2321 0.35 0.07 0.42 Tc as indicated. Lumber must be structural This truss is designed using the Support 2 -419 lb TC FORCE AXL BND CSI grade. Brace ® 24" o.c. unless noted. UBC -97 Code. Support 3 -209 lb - 1-2 -1808 0.03 0.20 0.23 0.09 0.48 Bldg Enclosed - Yes, Importance Factor - 1.15 WEB 2-12 2-13 2-3 -1390 0.01 0.26 0.27 d tQQ� c4 , Trues Location - End Zone 222 0.08 7-18 -994 0.29 3-4 -943 0.01 0.51 0.52 -616 0.19 0 25 Hurricane/Ocean Line - No , Exp Category - C F 9-11-11 1 - - 9-11-11 i 4-5 1435 0.20 0.49 0.69 Bldg Length - 40.00 ft, Bldg Width 20.00 ft 5-61128 0.17 0.44 0.61 Mean roof height - 14.62 ft, mph 80 6-7 -1581 0.04 0.41 0.45 UBC Essential Facility, Dead Load 13.0 psf 7-8 -2375 0.08 0.41 0.49 8-9 -2388 0.04 0.18 0.22 9-10 -2747 0.07 0.21 0.28 SC FORCE AXL HND CSI Eng. Job: EJ. 4-15 -1656 0.50 a-ao aaa 0.08 1-12 1690 0.25 0.09 0.34 5-15 1809 0.63 9-20 -354 0.09 2-13 1683 0.25 0.05 0.30 .. -3.,50 I 3-14 1343 0.20 0.08 0.28 - - A Company You Can Trussl p y 4-15 -527 0.07 0.08 0.15 T noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 5-16 -2817 0.08 0.15 0.23 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint 3-2-13 4-4 113.6 6-17 -2817 0.07 0.15 0.23 L x - 7-18 692 0.10 0.07 0.17 3-8 6.6 4-4 3-4 5-5 2.4 0-3-T4 8-19 2321 0.35 0.07 0.42 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. 9-20 2300 0.34 0.03 0.37 0-21 2584 0.39 0.08 0.46 - 1-22 2587 0.39 0.09 0.48 - WEB 2-12 2-13 FORCE CSI 90 0.04 -426 0.11 WEB FORCE CSI 6-17 -1938 0.57 6-18 1182 0.41 4-5-9 y m 1p J, ry 7 d tQQ� c4 , 3-13 222 0.08 7-18 -994 0.29 m 4-5-9 3-14 -616 0.19 0 25 7-19 162 0.06 8 19 87 0 03 F 9-11-11 1 - - 9-11-11 i 4 -la 7 11 1 3 2 4 5 6 7, 8 9 10 Eng. Job: EJ. 4-15 -1656 0.50 a-ao aaa 0.08 � - - Chk: BRYA 5-15 1809 0.63 9-20 -354 0.09 26-4.0 Dsgnr• BRYA 5-16 -2795 0.56 9-21 55 0.02_ 31 501 -3.,50 I TC Live 20.00 psf 5-17 2094 0.73 - - A Company You Can Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 6-6 T 6 7-8 3 3 -44 T noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 3-4 3-4 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint 3-2-13 4-4 113.6 O.C.Spacing 2- 0- 0 3-9-9 end braze this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', L x Design $ eC UBC -97 9 P x I SHIP ANSVTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 0-3-14 2-4 5-5 3-4 3-8 6.6 4-4 3-4 5-5 2.4 0-3-T4 PLATE CONNECTED WOOD TRUSSES'- (HIB -9i) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, B1 B3 Fax # (760) 341-2293 18-8-4 2FK 2�K 42-4-0 11 12 13 14 15 16 17 18 19 20 21 22 4- OT t1- x10 elm �l� 1 11� Cly 1 l MAX DEFLECTION (span) : L/999 IN MEM 18-19(LIVE) L- -0.10" D- -0.18" T- -0 ===== Joint Locations =- = 1 0- 0- 0 12 4- 5-9 2 4- 5- 9 13 7- 6- 0 3 7- 6- 0 14 10- 3- 2 4 13- 0- 4 15 15- 9- 6 5 18- 8- 4 16 18- 8- 4 6 24- 2- 0 17' 21- 1-0 7 29- 6- 0 18 26-10- 0 8 34-10- 0 19 32- 2- 0 9 37-10- 7 20 34-10- 0 10 42- 4- 0 21 37-10- 7 11 0- 0- 0 22 42- 4- 0 NRC H, rF�T 10 -GAR v �o 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design men or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 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 pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 se Palm Desert, CA. 92211 end braze this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', EIC Dead 10.00 psf P Design $ eC UBC -97 9 P ANSVTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone ( ) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -9i) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 8" Joky Name: JAN & DAVE JACOBSEN Truss ID: C3 Qty: RG 'X -LOC REACT SIZE REO•D TC - 2x4 SPF 1650P -1.5H Web bracing required at each location shown. 1 0- 2-12 1029 5.50• 1.50• 2x4 SPP 2100P-1.88 3-5 ® See standard details (T%01087001-001 revl). 2 18- 8- 4 2858 5.50• 3.72• BC 2x4 SPP 1650 F-1.SH Plating spec : ANSI/TPI - 1995 3 42- 1- 4 1315 5.50• 1.89• WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF RG REQUIREMENTS shown are based ONLY 2x4 SPP 1650F-1.58 3-11 MULTIPLELOAD CASES. n the truss material at each bearing Lumber shear allowables are per NDS: PLATE VALVES PER ICBG RESEARCH REPORT #1607. Mark all interior bearing locations. Loaded for 10 PSP non -concurrent BCLL. TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. Install interior support(s) before erection. 1-2 -1631 0.04 0.47 0.50 This truss is designed using the Continuous lateralLumber bracinmuetattached etructulat 2-3 -1044 0.01 0.61 0.61 UBC -97 Code. TC as 3-4 1580 0.15 0.64 0.79 Bldg Enclosed = Yee, Importance Factor - 1.15 grade. Brace 0 24" O.C. unless noted. 4-5 1580 0.15 0.64 0.79 Trues Location = End Zone 5-6 -948 0.01 0.63 0.64 Hurricane/ocean Line - No Exp Category - C 6-7 -2205 0:03 0.49 0.52 Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 7-8 -2617 0.09 0.44 0.53 Mean roof height - 14.91 ft, mph = 80 UBC Essential Facility, Dead Load 13.0 psf BC FORCE AEL BND CSI - 9-10 1511 0.16 0.35 0.52 0-11 765 0.05 0.44 0.48 .. 1-12 588 0.05 0.44 0.48 - - 2-13 1655 0.17 0.29 0.46 - - 3-14 2451 '0.37 0.20 0.57 _ WEB FORCE CSI WEB FORCE CSI 2-10 -633 0.23 5-12 710 0.25 - - 3-10 532 0.19 6-12 -888 0.61 3-11 -2244 0.69 6-13 653 0.23 4-11 -682 0.18 7-13 -506 0.12 - .- 1 Drwg: This design based on chord bracing applied . per the following schedule: max o.c. from to TC 24.00" 11-11-11 30- 4- 0 UPLIFT REACTION(S) : Support 1 -160 lb . Support 2 -415 lb Support 3 -209 lb 5-11 -2346 0.89 6-56-5 9 5.6-7-7 � .y ,6-8-4 5-6-7 6-1-5 J 5.64-� 6-5-9 6-5-9 12-0-0 18 8 4 24-2-11 30-4-0 35-10-7 42-0-0 11-11-11 I 11-11-11 7 8' 1 2 3 4 5 6 18-0-0 3.50 3.50 'T 3-9-13 J1 0-3.14 2FK 42-4.0 2FK 9 10 11 12 13 14 9-9-1_ 1 8-10-9 7-6-14 7-6-14 8-6-0 9-9-11 18-8-0 26-3-2 33-10-0 42-4-0 4-4-9 _ SHIP 0-3- . OVER 3 SUPPORTS , All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. BRYA J. WARNING -Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 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 75-110 St. Cha92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 psf Palm Desertrle Desert, 'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf MAX DEFLECTION (Span) : -L/999 IN MEM 9-10 (LIVE) L- -0.12" D- -0.22" Ta -0 = Joint Locations .­= 1 0- 0- 0 8 42- 4- 0 2 6- 5- 9 9 0- 0- 0 3. 12- 0- 0 10 9- 9-11 4 18- 8- 4 11 18- 8- 4 - 5 24- 2-11 12 26- 3- 2 6 .30- 4- 0 13 33-10- 0 7 35-10- 7 14 • 42- 4- 0 8/23/2004 Scale: 3/32" = V WO: B5331A DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.17 - 0 Jots Name: JAN & DAVE JACOBSEN Truss ID: C4 Qt)c. RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OP-1.5B web bracing required at each location shown. 1 0- a -la 1049 5.50• 1.50• 2x4 SPP 2100E-1.88 3-5 ® See standard details (TR01087001-001 revl). 2 18- 8- 4 2858 5.50• 3.72• BC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 3 4.2- 1- 4 1315 5.50• 1.89• WEB 2x4 BP STUD THIS DESIGN IS THE COMPOSITE RESULT OF RG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 3-11 MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. n the truss material at each bearing Lumber shear allowables are per NDS. interior bearing locations. Loaded for 10 PSP non -concurrent BOLL. CSI Mark all Drainage must be provided to avoid ponding. Install interior support(") before erection. TC FORCE AEL END 1-2 0.04 0.47 0.50 This truss is designed using the Continuous lateral bracing attached to flat -1631 2-3 -1044 0.01 0.61 0.61 UBC -97 Code. - TC as indicated. Lumber must be structural 3-4 1580 0.15 0.64 0.79 Bldg Enclosed - Yes, Importance Factor = 1.15 grade. Brace ®24" O.C. unless noted. 1 Drwg: This design based on chord bracing applied per the following schedule: max O.c. from to TC -24.00" 10-11- 8 30- 4- 0 UPLIFT RBACTION(S) : Support 1 -161 lb Support 2 -420 lb Support 3 -211 lb 4-5 1580 0.15 0.64 0.79 Truss Location - End Zone 5-6 -948 0.01 0.63 0.64 Hurricane/Ocean Line - NO Exp Category - C -6-7 -2205 0.03 0.49 0.52 Bldg Length .= 40.00 ft, Bldg width = 20.00 ft 7-8 -2617 0.09 0.44 0.53 Mean roof height - 15.20 ft, mph 80 . DEC Essential Facility, Dead Load = .13.0 psf - BC FORCE ARL END CSI - - - 9-10 1511 0.16 0.35 0.52 - 0-11 765 0.05 0.44 0.48 - - 1-12 588 0.05 0.44 0.48 - - 2-13 1655 0.17 0.29 0.46 - 3-14 2451 0.37 0.20 0.57 MAX DEFLECTION (span) _ L/999 IN MEM 9-10 (LIVE) WEB FORCE CSI WEB FORCE CSI - L. -0.12" D. -0.22" T= -0 3 2-10 -633 0.23 5-12 710 0.25 - - _ Joint Locations __ 3-10 532 0.19 -6-12 -888 0.61 - =.= 3-11 -2244 0.69 6-13 653 0.23 =1 = 0- 0- 0 8 42- 4 0 4-11 -682 0.18 7-13 -506 0.12 - - - 2 6- 5- 9 9 0- 0- 0 5-11 -2346 0.89 - 3 12- 0- 0 '10 9- 9-11 4 18- 8- 4 11 18- 8- 4 5 24- 2-11 12 26- 3- 2 6-5-9 5-6-7- - 6-8-4 5-6-7 6.1_ 5. 5-6-7� 6-5-9 - 6 30.- 4- 0 13 33-10- 0 � -� 7 35-10- 7 14 42- 4- 0 6-5-9 12-0-0 18-8-4 24-2-11 30-4-0 35-10-7 42-4-0 r_ 13-11-11 ( 13-11-11 1 2 3 4 5 6 7 8 3� - 18-4-0 - -3.50 -� TT 2 4 2-a .- 4-4-13 4-11-9 4 4 4 4 = I SHIP 0-3-14 5-5 .. A32 5-5 3-4 B3 0-3-B1 ARCHI18-6GAf?, 2-0-0 42.4-0 ^Q 9 10 1114 13 1a 9-99-9-11 8-10-_ 9 7.6-14 77-0-1� 8_" - 9-9-11 18-8-4 26-3-2 33-10-0 42-4-0 �O P vvv STAFE OVER 3 SUPPORTS 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 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.Spaeing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', r CA. 92211 'ANSIlrPI 1%'WTCA F - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Palm Desert Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (MB -91) and'HIB-91 SUMMARY SHEE C by TPI- The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Jots-Name: JAN & DAVE JACOBSEN Truss ID: C5 Qty: 1 Drw : RG x-LOC REACT SIZE REW D TC 2x4 -SPF 1650P-1.58 web bracing required at each location shown. This design based on chord bracing applied -1 0- 2-12 956 5.50• 1.50• BC 2x4 SPP 1650P-1-SS ® See standard details (T%01087001-001 revl). .per the following schedule: - - 2 18- B- 4 3004 5.50" 3.93• WEB 2x4 HF STUD Plating spec : ANSI/TP - 1995 max O.C.TC 0from to 3 43- 1- 4 1268 5.50• 1.82" - 2x4 SPF 1650P-1.58 9-3 THIS,DBSIGN I3 THE COMPOSITE RESULT OF UPLIFT REACTION(S) 15-11-11 26- 4- 0 RG REQUIREMENTS shown are. based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. a the truss material at each bearing Loaded for 10 PSF non-concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -154 lb Install interior support(s) before erection. Mark all interior bearing locations. Support 2 -438 lb TC FORCE A%L BND CSI Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. .Support 3- -206 lb 1-2 -1192 0.00 0.79 0.79 TC as indicated. Lumber must be structural This truss is designed using the . 2-3 -837 0.00 0.79 0.79 - .grade. Brace ® 24" o.c. unless noted. UBC-97Bldg Code. =Yes, importance Factor = 1.15 - 3-4 1657 0.25 0.65 0.90 4-5 -693 0.00 0.66 0.67. Truss a = Bad -one 5-6 -840 0.00 0.79 0.79 Hurricane/ocean Line = No Exp Category = C 6-7 -2279 0.10 0.80 0.91 - Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 15.49 ft, mph = 80 BC FORCE ARL SND CSI _ .UBC Essential Facility, Dead Load = 13.0 psf 8-9 1069 0.16 0.39 0.55 - - - 9-30 -683 0.00 0.45 0.45 - 0-11 -728 0.00 0.45 0.46 - - 1-12 2096 0.31 0.23 0.55 - 2-13: 2106 0.31 0.36 0.67' - MAX DEFLECTION (span) WEB FORCE CSI WEB FORCE CSI L/999 IN MEM 8-9 (LITS) L= -0.16" D= -0.29" T= -0 4 2-9 -705 0.17 .4-11 1595 0.55 - - - 3-9 1335 0.20 5-11 -313 0.14 - - _ Joint Locations 0- 0 3-10 -1608 0.94 6-11 -1482 0.69 - == - _ 4-10 -1869 0.97 6-12 220 0.09 �1 0- 0- 0 8 0- f 2 8- 5- 9 9 9- 9-11 3 16- 0-'0 10 18- 8- 4 4. 21- 2-.0 11 26-10-.0 5 26-10- 0 12. 33-10-,7 8.$.9 7-6-75-2�• "" 5$� - 7-0-7 8_5_9 6 33-10- 7 13 42-A 0 8-5-9 16-" • 21-2-0 26-10-0 33-10-7 42-4-0 - 7 42- 9- 0 " 15-11-11 s 15-11-11" t 1 2 3 4, 9 6 7 3� 10-4-0 3.50 T6 46 2-a 46 T a a a 4-11-13 :��4-4 5 SHIP -0-9 1 4-4 x = 5-5 6 8 2-4. 0-3-13 + j 0_3-14 B1 B3 P�Q NFicHiTECr t 18-8-4 ,`cL GARS o-0 4� 42-4.0 2'-' = 0 c'1p� �oo� 8 9 10 11 12 13 v �1pf311ry s.- ` ^ �• � {• 9-9-11 B-10_9. 8-1-12 7-0-7 8-5-9 9-9-11 18-8-4 26-10-0 33-10-7 42-4-0 �� V STATE 0r,ru 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss l is laterally -braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Chapl. 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 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 psf Design Spec UBC-97 Palm Desertrle r 'ANSUTPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Joky Name: JAN & DAVE JACOBSEN Truss ID: C6 Qty: 1 Drw : RG .g -LOC REACT SIZE. REQ'D TC I 2x4 SPF 165OP-1.5E web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 956 5.50• 1.50• BC 2x4 SPP 1650F-1.58 - ® See standard details (TR01087001-001 rev/). per the following schedule: 2 18- 8- 4 3004 5.50• 3.93• WEB - 2x4 HP STUD Plating spec : ANSI/TPI - 1995 max O -c. from to 3 42- 1-'4 1268 5.50• 1.82• 2x4 SPP 1650F -1.5E 9-3 THIS DESIGN IS THE COMPOSITE RESULT OP, TC 24.00" 14-11- 8 26- 4- 0 RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. UPLIPT'RSACTION(S) n the truss material at each bearing Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -155 lb Install interior support(s) before erection. -.Mark all interior bearing locations. Support 2 -444 lb TC FORCE AXL END CSI Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support 3 -208 lb 1-2 -1192 0.00 0.79 0.79 TC as indicated. Lumber must be structural. ,This truss is designed using the 2-3 -837 0.00 0.79 0.79 grade. Brace ® 24" o.c. unless noted. UBC -97 Code. 3-4 1657 0.25 0.65 0.90 Bldg Enclosed - Yes, Importance Factor - 1.15 - 4-5 -693 0.00 0.66 0.67 - _ Trues Location - End Zone 5-6 -840 0.00 0.79 0.79 Hurricane/Ocean Line - No Exp Category - C 6-7 -2279 0.10 0.80 0.91 Bldg Length = 40.00 ft, Bldg width = 20.00 ft _ -- Mean roof height = 15.78 ft, mph 80 BC FORCE A8L END CSI UBC Essential Facility, Dead Load = 13.0 psf . 8-9 1069 0.16 0.39 0.55 9-30 -683 0.00 0.45 0.45 , 0-11 -728 0.00 0.45 0.46 - 1-12 2096 0.31.0.23 0.55 - _ - 2-13 2106 0.31 0.36.0.67 - MAX DEFLECTION (span) WEB FORCE CSI WEB FORCE CSI L/999 IN MEM 8-9 (LIVE) 2-9 -705 0.17 4-11 1595 0.55 - L= -0.16" D- -0.29" T- -0 4 3-9 1335 0.20 5-11. -313 0.14 - - - 3-10 -1608 0.94 6-11 -1482 0.69 ' - - _ _= Joint Locations = 4-10 -1869 0.97 6-12 220 0.09 =1 0- 0- 0 8 0- 0-=0 - 2 8- 5- 9 9 9- 9-11 3 16- 0- 0 10 18- 8- 4 4 21- 2- 0 11 26-10- 0 ` - 5 26-10- 0 12 33-10- 7 8-5-9 7-6-7 5-2-0 5-8-0 7.0-7 8-5-9 6 33-10- 7 13 42- 4- 0 8-5-9 16-0-0 21-2-0 26-10-0. 33-10-7 424-0 - 7 42- 4- 0 17-11-11 17-11-11 ( 1 2 3 4, r 5 6 7 3�p - 10-4-0 3-50 - 6.6 4.6 T T 2-4 4-4 5-6-13 6-1-9 _ 4_4. 4-4 SHIP 1 s 0.3-14 61 5-5 6-8 2-4 s3 0-3-11r�.p,HCHlTE , Q� Cl 18-8-4 � w�0 GAgCgyo 2H 42-4-0 _ �AA��9� a s 10 11 12 13 9-9-11 8-10-9 B-1-12 7-0-7 6-5-9 Q w 9-9-11 18-8-4 26-10-0 33-10-7 42-4-0 PATE 0V G 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by ••Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr•- BRYA are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 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 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in my TC Dead 25.00 psf Rep Mbr Bnd 1.15 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.Spaeing 2- 0- 0 75-11 O St. Charles pl. St@ -11 A rle end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software , BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, 92211 'ANSYrPI F,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'IBB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, TOTAL 55.00 psf Segn T6.4.17 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. S. Joke Name: JAN & DAVE JACOBSEN Truss ID: C7 . Qty: 1 Drw : !RG a -LOC REACT SIZE REQ Tc 2x4 SPP 1650F-1.58 Web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 956 5.50• 1.50• BC 2x4 SPP 165OF-1.53 ® See standard details (T%01087001-001 revl). per the following schedule: 2 18- 8- 4 3004 5.50" 3.93" WSB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 max O.C. from to 3 49- 1- 4 1268 5.50• 1.82" 2x4 SPF 1650P-1.58 9-3 THIS DESIGN IS THE COMPOSITE RESULT OF TC UPLIFT REACTION(S) 14-11- 8 26- 4- 0 RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. n the truss material at each bearing Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -157 lb Install interior support(s) before erection. Mark all interior bearing locations. Support 2 -449 lb TC FORCE A]CL BND CSI 2x 4 -web material vertical supports at 24" Drainage must be provided to avoid ponding. Support 3 -210 lb 1-2 -1192 0.00 0.79 0.79 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat This truss is designed using the 2-3 -837 0.00 0.79 0.79 1.5-3 min. plates at top and bottom. TC as indicated. Lumber must be structural UBC -97 Code. 3-4 1657 0.25 0.65 0.90 grade. Brace ® 24" o.c. unless noted. Bldg Enclosed = Yes, Importance Factor = 1.15 Truss Location = End Zone 4-5 -693 0.00 0.66 0.67 Hurricane/Ocean Line = No Exp Category - C 5-6 -840 0.00 0.79 0.79 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -2279 0.10 0.80 0.91 Mean roof height = 16.08 ft, mph 80 UBC Essential Facility, Dead Load = 13.0 psf BC FORCE ARL END CSI. 8-9 1069 0.16 0.39 0.55' - 9-10 -683 0.00 0.45 0.45 0-11 -728 0.00 0.45 0.46 - 1-12 2096 0.31 0.23 0.55- 2-13 2106 0.31 0.36 0.67 MAX DEFLECTION (Span) ` • L/999 IN MEM 8-9 (LIVE) WEB FORCE CSI WEB FORCE CSI L= -0.16" D= -0.29" T= -0 4! 2-9 -705 0.17 4-11 .1595 0.55 - 3-9 1335 0.20 5-11 -313 0.14-... - - _ JointLocations = 3-10 -1608 0.94 6-11 -1482 0.69 - - - - 4-10 -1869 0.97_ 6-12 220 0.09 - 1 0 0- 0- 0 8 0- 9- - - 2 8- 5- 9 - 9 9- 9-11 a - - .3 16- 0- 0 10 18- 8- 4 4 21- 2- 0 11' 26-10- 0 . 8-5-9 7-6-7 5-2-0 �' 5-8-0 7-07 8-5-9 - 5 26-10- 0 12 33-10- 7 .. 6 33-10- 7 13 42- 4- 0 8-5-9 16-0-0 21-2-0 26-10-0 33-10-7 ' 42-4-0 7 42- 4- 0 19-11-11 19-11.11 1 2 3 - 4 5 6 �' 3F3.50 1040. 350 4-6 T T4-4 z� 6-8-9 44 �­4-4 SHIP ' - - x x I f� 0-3-14 5-5 6-8 2-4 , 0-3 13 RCHI B, 83 P TF�I 18-2-4 ��� �O• GARS 9�� -0-0 "tel 42-4-0 _ ' �,C,"��� y �OX 2 8 9 10 11 12 13�- 9-9-11 8-10_9 8-1-12 7-0-7 8-5-9 7 d4 @ A V 9-9-11 18-8-4 26-10-0 33-10-7 42-4-0 Sr TE 0¢ cP TYPICAL PLATE: 1.5-3 8/23/2004. • OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise TC Dead 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any pl. Ste -11 A environmtrusst 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 75-110 St. Charles CA. 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', SC Dead 10.00 psf Design Spec UBC -97 Palm Desert, 'ANSI/TPI I','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'RANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'MB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C8 Qty: 3 Drw : RG x-LOC REACT SIZE .REW D TC 2x4 SPP 165OF-1.58 - web bracing required at each location shown. UPLIFT REACTION(S) : 1 0- 2-12 892 5.50• 1.50• BC 2x4 SPP 165OF-1.SE ® See standard details (T%01087001-001 revl). Support 1 -144 lb 2 18- 8- 4 3134 5,50• 4.12• WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 - Support 2 -474 lb 3 42- 1- 4 1224 5.50• 1.75• 2x4 SPF 165OP-1.SE 4-11" THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -201 RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. This trues Se designed using. the n the truss material at each bearing Loaded for 10 PSP non-concurrent SCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC-97 Code. - install interior support(s) before erection. Mark all interior bearing locations, Bldg Enclosed Yes, Importance Factor - 1.15 TC FORCE BND CSI - - 2x 4 web material vertical supports at 24" Truss Location - End Zone 1-2 -1094 0.0AEL 00.67 0,67 o-c. (by others and typical). Attach with Hurricane/Ocean Line = No Exp Category - C 2-3 748 0.00 0.67 0.67 1.5-3 min. plates at top and bottom.' Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 1732 0.23 0.64 0.88 "' Mean roof height - 16.25 ft, mph = 80 DEC Essential Facility, Dead Load = 13.0 psf 4-5 274 0.02 0.61 0.63 5-6 -1861 0.02 0.65 0.67 6-7 -2214 0.08 0.60 0.68 - - - BC FORCE A%L END CSI • - - - 8-9 982 0.06 0.46 0.52 - - 9-10 -759 0.00 0.46 0.46 0-11 -732 0.00 0.43 0.44 - - 1-12" 754 0.07 0.34 0.41 2-13 2055 0.25 0.34 0.58 MAX DEFLECTION (span) i WEB FORCE CSI- WEB FORCE CSZ L/999 IN MEM 12-13(LIVE) 2-9 -660 0.15 4-11 1235 0.18 _ - - L- -0.12" D= -0.22" T- -0 34 3-9 1273 0.44 15-11 -1088 0.59 - -- =_ = - 3-10 -1271 0.98 5-12 1228 0.43 - = Joint Locations = 0- 0- Q. g 0- 0 0 _ 4-10 -2261'0.91 �6-12 -662 0.15 +" - - - 1 == -" 2 7- 8- 2 9 9- 0- 5 - - - 3 14= 5- 1 10 18- 8- 4 - • � .. . -. � - 4 21- 2- 0 11 25- 2- 9 7-87 8-22 • 6-8-15 6-8.15 6 8-15 - 6-8-1 _5 7 8-2 5 27-10-15 12 33- 3-11 - -- - - 6 34- 7-14. 13 42- 4- 0 7 8-2 14-5-1 21-2-0 27-10-15 34-7-14 42-4-0 71. 42- 4- 0 _ 21-2-0 a 21-2-0 2 3 4 5 6 7 -3- 3'S0 d ` 3-6 .50 5.5 4-4 T T I 5 5-5 7-0-12 x 4 4� SHIP x ~ 0.3-14 5.5 5.5 4-4 :. 0-3. B1 a 83 �ocH1rFc 18-8-4 - ©• GA1}�r � //•��� �? v"k �O -02pK -1 6 9 10 11 12 . 13 �Nv% 9-0-5 9-7-15 �J 6.6.6 5 8-1-2 J 9-0-5 O 9-0-5 18-8-4 25-2-9 33-3-11 42-4-0 sT�4TE OF CP 8/23/2004,. OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! 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 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0.0 Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 psf Design Spec UBC-97 'ANSIIrPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (FNB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Segn T6.4.17 - 0 Job Name JAN & DAVE JACOBSEN Truss ID- C9 Qty: 1 0- 11 Drwg: 2x4 SPF 1650F-1. 5E web bracing required at each location shown. This design based on chord bracing applied iRG x -LOC REACT SIZE REQ'D TC' 2x4 SPP 1650F -1.5E ® See standard details (T%01087001-001 revl).., per the following schedule: 1 2 0- 2-12 18- 8- 4 956 5.50• 1.50• 3004 5.50• 3.93• BC _ WEB 2x4 HP STUD Plating spec ANSI/TPI - 1995 max O.C• from to ": 14-11- 8 26- 4- 0 3 43- 1- 4 1268 5.50" 1.82- 2x4 SPF 1650F -1.5E 9-3 THIS DESIGN IS THE COMPOSITE RESULT OF UPLIFT REACTION(S)TC RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -157 lb n the truss material at each bearing Loaded for 10 PSP non -concurrent BOLL. Install interior support(s) before erection. Mark all interior bearing locations. Support 2 -449 lb FORCE A8L 8ND CSI 2x 4 web material vertical supports at 24" Drainage must be provided to avoid ponding. Support 3 -210 lb This trues is designed using the TC 1-2 -1192 0.00 0.79 0.79 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat indicated. Lumber must be structural UBC -97 Code. 2-3 -837 0.00 0.79 0.79 - 1.5-3 min. plates at top and bottom. - TC as ,. grade. Brace ® 24" o.c. unless noted. Bldg Enclosed = Yes, Importance Factor - 1.15 3-4 1657 0.25 0.65 0.90 Truss Location - End Zone 4-5 -693 0.00 0.66 0.67 _ - Hurricane/Ocean Line = No Exp Category - C 5-6 -840 0.00 0.79 0.79 - Bldg Length - 40.00 ft, Bldg width = 20»00 ft 6-7 -2279 0.10 0.80 0.91 - - Mean roof height - 16.08 ft, mph = 80 .. - - UBC Essential Facility, Dead Load = 13.0 psf BC FORCE A8L END CSI 8-9 1069 0.16 0.39 0.55 - 9-10 -683 728 0.00 0.45 0.45 0 00 0 45 0 46 - - 1-12 2096 0.31.0.23 0.55, 2-13 2106 0.31 0.36 0.67 - MAX DEFLECTION (span) wSB' FORCE CSI WEB FORCE ,CSI L/999 I6 MSM 8-9 (LITS) 2-9 -705 0.17 4-11 1595 0.55 - - - L= -0.16" D= -0.29" T= -0 4 3-9 1335 0.20 5-11 -313 0.14 _ 3-10 -1608 0.94 6-11 -1482 0.69 Joint Locations = 4-10 -1869 0.97 6-12 220 0.09 2 8-5- 9 9 9- 9-11 • - . 3 16- 0- 0 10 18- 8- 4 4 21- 2- 0 11 26-10- 0 B-5-9 7.6-7 ;5-2.0 5-8_ -0� .: TO -7 ,� 8.5.9' - 5 26-10- 0 12 33-10- 7 - 6 33-10- 7 13 ' _42- 4- 0 8-5-9 16-"• 21-2.0 26-10-0 33-10-7 42-4-0. 7 42- 4- 0 19-11-11 . 19-11-11 M 1 2 3. 4 5 6 7 3� - 10-4-0 -3.50 T6� 4-6 T �_z �4-41 6-1-136 8 9 4�SHIP s x 0-3-14 5-5 6-8 2-4 > 0-3-13 B1 B3 . r? 18-8-aPRGA / TF�r R' 2 2 az-0 o r �„ 91 O �t ��o%11 6 9 10 11 12 13 U V3 3g'r`� V� �' 9-9-11 8-10-9 8-1-1 7-0-7 8-5-9 Jy iE°• o Sc �e w 9-9-11 18-8-4 26-10-0 33-10-7 42-" 0 l" Q O .. TYPICAL PLATE: 1.5-3 4C% -TE of GP��F 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA T R U S SW O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utiliud on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-11 O 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 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 10.00 psf Design Spec UBC -97 Palm Desert, 'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Segn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C10 Qty: 1 Drw : 0.36 0.67 ® MAX DEFLECTION (span) TC 2x4 SPP 1650F-1.SE web bracing required at each location shown. This design based on chord bracing applied RG x -LOC REACT SIZE REQ 2x4 SPP 165OP-1.5E ® See standard details (TR01087001-001 revl). per the following schedule: 1 2 18- 0- 2-12 8- 4 956 5.50• 1.50• 3004 5.50• 3.93• BC WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 max O.C. from to 26- 4- 0 3 E2- 1- 4 1268 5.50" 1.82• 2x9 SPF 165OF-1.SE 9-3 THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" UPLIFT REACTION(S) 14-11- 8 RG t8QUIRKMRNTS shown are based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -155 lb the truss material 6-11 at each bearing Loaded for 10 PSF non -concurrent BCLL. Install interior support(s) before erection. Mark all interior bearing locations. Support 2 -444 lb 0.97 6-12 220 0.09 Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support 3 -208 lb TC 1-2 FORCE -1192 AXLBND 0.00 CSI 0.79 0.79 TC as indicated. Lumber must be structural This truss is designed using the 2-3 -837 0.00 0.79 0.79 grade. Brace ® 24" o.c. unless noted. UBC -97 Code. Bldg Enclosed - Yea, Importance Factor = 1.15 - 3-4 1657 0.25 0.65 0.90 Truss Location = End Zone 4-5 -693 0.00 0.66 0.67 Hurricane/Ocean Line - No Exp Category - C 5-6 -840 0.00 0.79 0.79 - Bldg Length - 40.00 ft, Bldg width = 20.00 ft , 6-7 -2279 0.10 0.80 0.91 • Mean roof height - 15.78 ft, mph = 80 - UBC Essential Facility, Dead Load 13.0 psf - BC FORCE AEL BUD CSI 8-9 1069 0.16 0.39 0.55 9-10 -683 0.00 0.45 0.45 - 0-11 -728 0.00 0.45 0.46 - 1-12. 2096 0.31 0.23 0.55 2-13 2106 0.31 0.36 0.67 ® MAX DEFLECTION (span) Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: BRYA L/999 IN MUM 8-9 (LIVE) WEB FORCE CSI WEB FORCE CSI L=--0.16" D= -0.29" T= -0 4 2-9 -705 0.17 4-11 1595 0.55 - BC Dead 10.00 psf 3-9 1335 0.20 5-11 -313 0.14- - _ = Joint Locations _ =1== 3-10 -1608 0.94 6-11 -1482 0.69 - 0- 0- 0 8 0- 0-=0 4-10 -1869 0.97 6-12 220 0.09 2 8- 5- 9 9 9- 9-11 - - - -- 3 16- 0- 0 10 18- 8- 4 "0 - - 4 21- 2- 0 11 26-10- 0 12 33-10- 7 - 8-5-9 �. 7.67.6 5-2-0 5-8-0 7-0-7 8-5-9 5 26- 10 - - ,, 6 33-10- 7 13 42- 4- 0 8-5-9 16-0-0 21-2-0 26-10-0 33-10-7 42-4-0 7 42- 4- 0 17-11-11 - 17-11-11 1 2 3 4 5 6 7 10-4-0 3.50 3� 6-6 4-6 -6 T2-4 4-4 T 5-6-13 6 1-9 e4-4 4 I SHIP = 5-5 6-8 2-4 03-13 0-3-14 63 4o PRCH�r�Cl B1 18-8-4 C)Q. �AR(,gy 42-4-0 @ co 9.98-10-9 6-1-12 7-0-7 8-5-9 O 8 9 10 11 12 13 V \\�®• T, _ 11 9-9-11 18-8-4 26-10-0 33-10-7 42-4-0 O� v P TE of cP 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or, "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 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 Charles pl. ste-.11 A 75-110 St. Charle and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 Palm Desert r 92211 'ANSIIrPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLBJG INSTALLING AND BRACING METAL Phone (760) 341-2232 Fax # (760) 341-2293 - PLATE CONNECTED WOOD TRUSSES'. (MB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Segn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C11 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. RG x -LOC REACT SIZE REQ -D TC 2x4 SPP 1650F -1.5E web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 956 5.50^ 1.50^ BC 2x4 SPF 1650P -1.5E ® See standard details (TR01087001-001 revl). per the following schedule: 2 18- 8- 4 3004 5.50- 3.93- WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 max O.C. 24.00" from t0 15-11-11 26- 4- 0 3 42- 1- 4 1268 5.50- 1.82- 2x4 SPP 1650F-1.SE 9-3 THIS DESIGN IS THE COMPOSITE RESULT OF TC Palm DesertCA. 92211 RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. UPLIFT RRACTION(S) : 1 , lb a the truss material at each bearing Loaded for 10 PSP non -Concurrent BCLL. -PLATS VALUES PER ICBG RESEARCH REPORT #1607. Support -154 2 _ lb ' install interior support(s) before erection. Mark all interior bearing locations. Support -438 TC FORCE ABL BND CSI - Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support 3 -206 lb 1-2 -1192 0.00 0.79 0.79 TC as indicated. Lumber must be structural This truss is designed using the 2-3 -837 0.00 0.79 0.79 grade. Brace ® 24" o.c. unless noted. UBC -97 Code. 3-4 1657 0.25 0.65 0.90 Bldg Enclosed - Yes, Importance Factor - 1.15 4-5 -693 0.00 0.66 0.67 Truss Location = End Zone 5-6 -840 0.00 0.79 0.79 Hurricane/Ocean Line= No Exp Category - C 0.91 Bldg Length - 40.00 ft, Bldg width = 20.00 ft 6-7 -2279 0.10 0.80 Mean roof height - 15.49 ft, mph = 80 _ A2:L BND CSI - UBC Essential Facility, Dead Load = 13.0 psf BC FORCE 8-9 1069 0.16 0.39 0.55 9-10 -683 .0.00 0.45 0.45 0-11 -728 0.00 0.45 0.46 1-12 2096 0.31 0.23 0.55 2-13 2106 0.31 0.36 0.67 - - WEB FORCE CSI WEB FORCE CSI , 2-9 -705 0.17 4-11 1595 0.55 3-9 1335 0.20 5-11 -313 0.14 - , - 3-10 -1608 0.94 6-11 -1482 0.69 - 4-10 -1869 0.97 "6-12 220 0.09 .. - 8-5-9 7-6-7 5-2--0 1 5-8-0 7-07-07 8-58-5-9 8-5-9 16-" 21-2-0 26-10-0 33-104 42-4-0 15-11-11 15-11-11 1 2 3 4 5 6 7 3r 50,10-4-0 �' - -3.50 T 4-11-13 i= 4-4 0-3-14 B7 2F-1 42-4-0-4 8 9. 10 11 12 13 9-9-11 8-10-9 8-1-12 7-0-7 8-5-9 9-9-11 18-8- 26-10-0 33-10-7 42-4-0 T 5 a_o =0-3-; MAX DEFLECTION (span) L/999 IN MSM 8-9 (LIVE) L= -0.16" D- -0.29" T- -0 -_= Joint Locations = 1 0- 0- 0 8 0- 0- 0 2 8- 5- 9 9 9- 9-11 3 16- 0- 0 10 18- 8- 4 4 21- 2- 0 11 26-10- 0 5" 26-10- 0 12 33-10- 7 6 33-10- 7 13 42- 4- 0 7 42- 4- 0 Coo 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA _ T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design mea or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally brazed by a rigid sheathing material directly attached unless otherwise noted. Brazing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 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 75-110 St. Charles pl. ste-11 A and brace this truss in accordance with the following standards: 'Joint and Cutt ng Detail Reports available az output from Truswal software', BC Dead 10.00 psf Design Spec UBC -97 Palm DesertCA. 92211 'ANSIrrPI 1%'WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It I 119th Street, NW, Ste 800, Job Name: JAN & DAVE JACOBSEN Truss ID: C12 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 965 5.50• 1.50• BC 2x4 SPF 1650P-1.51 ® See standard details (T%01087001-001 revl). per the following schedule: 2 17- 8- 4 2863 5.50• 3.73• wSB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 max O.C. from to 3 42- 1- 4 1378 5.50• 1.98• Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 10-11- 8 30- 4- 0 RG REQUIREMENTS shown are based ONLY PLATS VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. - UPLIFT RSACTION(S) n the truss material at each bearing Mark all interior bearing locations. Loaded for 10'PSF non -concurrent BOLL. Support 1 -151 lb Drainage must be provided to avoid ponding. install interior support(s) before erection. Support 2 -420 lb TC FORCE AxL END CSI This trues is designed using the Continuous lateral bracing attached to flat Support 3 -221 lb 1-2 -1427 0.03 0.45 0.47 UBC -97 Code. TC as indicated. Lumber must be structural 2-3 -885 0.00 0.53 0.53 Bldg Enclosed = Yes, Importance Factor = 1.15 grade. Brace ® 24" o.c. unless noted. 3-4 1605 0.24 0.60 0.84 Truss Location = End Zone 4-5 1605 0.22 0.76 0.98 Hurricane/Ocean Line = No Exp Category = C 5-6 -1244 0.04 0.85 0.89 Bldg Length = 40.00 ft, Bldg width = 20.00 ft 6-7 -2367 0.07 0.59 0.65 Mean roof height = 15.20 ft, mph80 7-8 -2809 0.10 0.47 0.57 UBC Essential Facility, Dead Load == 13.0 psf BC FORCE AXL END CSI - 9-10 1316 0.13 0.31 0.44 - 0-11 521 0.02 0.48 0.49 - 1-12 659 0.05 0.48 0.53 2-13 1894 0.20 0.35 0.55- 3-14 2635 0.39 0.22 0.61 MAR DEFLECTION (span) .. L/999 IN MStd 13-14 (LIVB) WEB FORCE CSI WEB FORCE CSI L= -0.12" D= -0.22" T= -0, 2-10 -612 0.18 5-12 852 0.30 __ 3-10 583 0.20 6-12 -820 0.53 - - _= Joint Locations =-- 3-11 -2029 0.89 6-13 576 0.20 - w 1� 0- 0- 0 8 42- 4-=0 4-11 -587 0.16 7-13 -508 0.13 - - 2 -6- 5- 9 9 0- 0- 0 5-11 -2466 0.92 - - 3 12- 0- 0 10 9- 3-11 •- 4 17- 8- 4 11 17- 8- 4 _ 5. 23- 2- 0 12 .26- 6 0 • .' 6.5-9 5-6-7 �, 5-8-4 5-5-12 7-2.0 5-6-7 6-5- - 6 30- 4- 0 13 33- 6- 0 9 - 7 35-10- 7 14 42- 4- 0 6-5-9 12-0-0 17-8-4 23-2-0 30.4-0 35-10-7 42-4-0 13-11-1113-11-11 1 2 3 4 5 6, 7 8 3- 18-4-0 -3� .50 '- T 6-c 2 -6 T 2 a 2-4 44-13 4-11-9 4-4 3.6 _ SHIP 1 0-3-14 5-5 5 5 3 4 0-3- B1, 4-112 B3 r 17-8-4 �O ARCiHlr�C►, A V Ao 2 0�-0 42-4-0K LLJ¢ Q� ®��} 9 10 11 12 13 14 �'r. 't 9-3-11 8-4-9 8-9-1_ 2 7-0-0 8-10 Gts 9-3-11 17-8-4 26-" 33-6-0 42-4-0 ' s?AiE 0� �r 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 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 75-110 St. Chaand brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSUTPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, rle 92211 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (1011-91) and'IBB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seyn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C13 Qty: 1 Drw : Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer TC 2x4 SPP 1650P-1.SE Web bracing required at each location shown. This design based on chord bracing. applied Dsgnr' BRYA RG x -LOC REACT SIZEREQ'D BC 2x4 SPP 1650F-1.58 ® See standard details (TR01087001-001 revl). per the following schedule: A Company You Can Trussl 1 2 17- 0- 2-12 965 5.50• 1.50" 8- 4 2863 5.50• 3.73" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 max 0.c. 24.00" from to 11-11-11 30- 4- 0 O.C.Spaeing 2- 0- 0 Design Spec UBC -97 3 42- 1- 4 1378 5.50• 1.98- Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF TC UPLIFT REACTIONS) PLATE CONNECTED WOOD TRUSSES' - (HIB -91) md'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, 20036. TOTAL 55.00 psf RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. BCLL. Support 1 -149 lb n the truss material at each bearing Mark all interior bearing locations. to Loaded for 10 PSF non -concurrent Install interior support(s) before erection. Support 2 -417 lb Drainage must be provided avoid ponding. This trues is designed using the Continuous lateral bracing attached to flat Support 3 -219 lb TC FORCE ARL BUD CSI UBC -97 Code. TC as indicated. Lumber must be structural 1-2 2-3 -1429 0.03 -886 0.01 0.45 0.47 0.52 0.53 Bldg Enclosed = Yes, Importance Factor = 1.15 grade. Brace ® 24" o.c. unless noted. 3-4 1594 0.24 0.66 0.89 Truss Location = End Zone 4-5 1594 0.22 0.70 0.92 Hurricane/Ocean Line = No , Exp Category = C 5-6 -1268 0.03 0.74 0.77 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -2364 0.04 0.52 0.56 Mean roof height = 14 .91ft, mph = 80 7-8 -2815 0.10 0.45 0.56 UBC Essential Facility, Dead Load = 13.0 psf BC FORCE A%L HND CSI - 9-10 1318 0.13 0.31 0.44 - 0-11 522 0.02 0.48 0.49 -, 1-12 793 0.07 0.48 0.55 - 2-13 1880 0.20 0.35 0.55 - MAR DEFLECTION (span) 3-14 2641 0.39 0.21 0.61 - - - - - L/999 IN MSM 13--14 (LIVE) L. WEB FORCE CSI WEB FORCE CSI - 2-10 -615 0.19 5-.12 755 0.26 - _ Joint Locations =1= = o - 3-10 584 0.20 6-12 -776 0.50 - - - - - 0- 0 8 42- __ 4 0 3-11 -2015 0.88 6-13 588 0.20 - _ 2 6- 5- 9 9 0- 6 0- 0 4-11 -628 0.17 7-13 -523 0.14. - _ - 3 12- 0- 0 10 9- 3-1 5-11 -2554 0.79 - - - 8- 4 11 17- 4 17- ..8- 4 4 ... .. * - 3 23- 8- 0 12 26- 6- 0 6 30 4 0 13 33 6 0 8-5�` 5-65-6_ 5-85-8_ 5-11-12 8 8-8-05 6-7 6-5-9� 7 -i _ 1 42- 35 0 7 4 4-. 0 6-5-9 12-0-0 17-8-4 23-8-0 30-4-0 35-10-7 42.4-0 11-11-11 11-11-11 1 2 3 4 5 6, 7 8 350 18-4-0 -3.50 64 T za 24 T 3-9-13 3-6 4-4-9 4-4 1 x = SHIP 0 3-14 5_e B1 4-1 5-5 3-4 2 B3 0-3 47-21 a2 -a-0 9 10 11 12 13 14 9-3-11 8-0-9 8-9-12 7-" 8-10_0 9-3-11 17-8-4 26-6-0 33.6-0 42-4-0 0 CL PN aF `% 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.' Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S SW O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design men or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1,25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19"/ and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Design Spec UBC -97 Palm Desert r CA. 92211 'ANSUrPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) md'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC Jab Name: JAN & DAVE JACOBSEN Truss ID: C14 Qty: 1 Drw : RG x REACT SIZE RBQ'D TC 2x4 SPF 1650P -1.5E web bracing required at each location shown. This design based on chord bracing applied -LOC 1 0- 2-12 942 5.50• 1.50• BC 2x4 SPP 1650F-1.SE ® See standard details (T%01087001-001 revl). per the following schedule: 2 17- 8- 4 2918 5.50• 3.81• WEH 2x4 HF STUD Plating spec : ANSI/TPI - 1995 max o.c. 24.00" from to 6-11- 8 34- 4- 0 3 1- 4 1356 5.50• 1.94• PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC .42- RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION (S) 1 lb n the trues material at each bearing Install interior support(s) before erection. Mark all interior bearing locations. Support -148 2 lb Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support -421 BND CSI TC as indicated. Lumber must be structural This truss is designed using the Support 3 -218 lb TC FORCE AXL 1-2 -1604 0.02 0.20 0.22 grade. Brace 0 24" o.c. unless noted. UBC -97 Code. 1 15 2-3 -1174 0.01 0.29 0.29 3-4 -630 0.01 0.50 0.50 4-5 2938 0.44 0.49 0.93 5-6 700 0.10 0.42 0.52 6-7 -1919 0.05 0.43 0.48 7-8 -2632 0.10 0.43 0.53 8-9 -2572 0.05 0.17 0.22 9-10 -2917 0.08 0.21 0.30 BC FORCE AEL HND CSI 1-12 1494 0.22 0.09 0.32 2-13 1487 0.22 0.05 0.27 3-14 1136 0.17 0.10 0.27 4-15 -961 0.00 0.24 0.24 5-16 -2242 0.04 0.24 0.28 6-17 1046 0.16 0.07 0.23 7-18 2637 0.39 0.08 0.47 8-19 2477 0.37 0.03 0.40 9-20 2747 0.41 0.08 0.49 0-21 2750 0.41 0.100.51 WEB FORCE CSI WEB FORCE CSI 2-12 1000.14 6-16 -1909 0.57 2-13 -440 0.11 6-17 1139 0.39 3-13 217 0.08 7-17 -945 0.28 3-14 -769 0.23 7-18 98 0.03 4-14 874 0.30 8-18 180 0.06 4-15 -2629 0.98 8-19 221 0.08 5-15 -1834 0.38 9-19 -337 0.09 5-16 1958 0.68 9-20 50 0.02 T 3-2-13 1= Ora -14 Bldg Enclosed = Yes, Importance Factor Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height - 14.62 ft, mph = 80 UHC Essential Facility, Dead Load = 13.0 psf 1P 4-54-5 9 4-5-9 � 9-11-11 � 9-11-11 1 2 3 4 5 6 7 r r 8 9 10 3�- r 26-4-0 3.50 6.6 T 3-9-9 = 0-3- I 7SHIP MAX DEFLECTION (span) : L/999 IN MEM 17-18 (LIVE) L- -0.12" D- -0.20" T- -0 = - Joint Locations = =1 0- 0- 0 12 4- 5. 9 2 4- 5- 9 13 7- 6- 0 3 7- 6- 0 14 10- 3- 2 4 13- 0- 3 15 17- 8-13 5 18- 6- 6 16 21- 2- 0 6 23-10-13 17 26- 7-10 7 29- 4- 6 18 32- 1- 3 8 34-10- 0 1934-10- 0 9 37-10- 7 20 37-10- 7 10 42- 4- 0 21 42- 4- 0 11 0- 0- 0 2FK 42-4-0 2FK Qti cc qz 11 12 13 14 15 16 17 18 19 20 21 kw. l��.r`�� ` nO 4-5-9 l ni 7-5-11 m D m c� n m o �'i 4-5-91�l� 17-8-13111 X111 ��� VVV STATE OF 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utiliud on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length.- This component shall not be placed in any 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.Spaeing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, r CA. 92211 'ANSVPPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Palm Desert Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 It 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Segn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: C15 Qty: 2 Drw : TC 2x4 SPP 165OF-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied RG X -LOC REACT SIZE REW D 2x4 SPP 210OF-1.88 3-5 THIS DESIGN IS THE COMPOSITE RESULT OF per the fO1. schedule: low1 0- 2-12 1447 5.50 .1.50• 2 17- 8- 4 7076 5.50" 4.70• BC 2x4 SPF 1650F-1.58 MULTIPLE LOAD CASES. max c. from to max O 34- 4- 0 3 92- 1- 4 2444 5.50• 1.75• WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00". 7-11-11 UPLIFT RRACTION(3) RG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. . . . . . Mark all interior bearing locations. Install interior support(s) before erection. . Support 1 -176 lb in the truss material at each bearing . . . . . . . . . . . . . . . . r Nail pattern shown is for PLP loads only. Drainage must be provided to avoid ponding. Support 2 -1028 lb TC FORCE ARL END CSI Concentrated loads MUST be distributed to Permanent bracing is required (by others) to Support 3 -347 lb This trues is designed using the 1-2 -2998 0.02 0.15 o.la each ply equally. On multi -ply with hangers, prevent rotation/toppling. See BCSI 1-03 UBC -97 Code. 2-3 -2641 0.01 0.46 0.46 use 3" nails min. into the carrying member. fasten- and ANSI/TPI 1. Continuous lateral bracing attached to flat Bldg Enclosed - Yes, Importance Factor = 1.15 3-4 -1503 0.00 0.61 0.61 For more than 2 ply, use additional indicated from the back plys, or use TC as indicated. Lumber must be structural Truss Location - End Zone 4-5 7109 0.34 0.60 0.95 ere as any other approved detail (by others). grade. Brace 0 24" o.c. unless noted. Hurricane/Ocean Line - No Exp Category - C ft 5-6 1688 0.13 0.57 0.70 . . t . . . . . . . 2-PLYI Nail w/lOd BOX, staggered (per NDS) Bldg Length - 40.00 ft, Bldg Width = 20.00 6-7 -4641 0.04 0.68 0.72 . . . . . . . • • . . . in: TC- 2 BC- 2 WEBS- 2 --PER FOOTI*• Mean roof height - 14.33 ft, mph 80 7-8 -6321 0.13 0.78 0.92 DEC Essential Facility, Dead Load == 13.0 psf 8-9 -6017 0.07 0.35 0.42 ----------LOAD CASE #1 DESIGN LOADS ---------------- -------------"9-10 9-10 -6150 0.09 0.20 0.29 Dir L.Plf L.Loc R.Plf R. Loc LL TL ' TC Vert 90.00 0- 0- 0 90.00 8- 0- 0 0.44 BC FORCE AXL END CSI TC Vert 218.44 8- 0- 0 218.44 34- 4- 0 0.44 1-12 2824 0.21 0.08 0.29 - TC Vert 90.00 34- 4- 0 90.00 42- 4- 0 0.49 2-13 2809 0.21 0.07 0.28 BC Vert 48.54 0- 0- 0 48.54 42- 4- 0 0.00 3-14 2585 0.12 0.22 0.34 - ..Type... lbs R.O_ LL TL 4-15 -2337 0.00 0.33 0.33 0- TC Vert 220.0 8- 0 1.00 5-16 -5427 0.06 0.33 0.38 TC Vert 275.0 8- 0- 0 0.00 6-17 2495. 0.19 0.10 0.29 TC Vert 220.0 34- 4- 0 1.0 7-18 6415 0.48 0.10 0.58 - TC Vert 275.0 34- 4- 0 0.00 8-19 5826 0.43 0.05 0.48 9-20- 5831 0.44 0.12 0.56 0-21 5836 0.44 0.12 0.55 - MAX DEFLECTION (span) L/999 IN MHM 17-18 (LIVE) WEB FORCE CSI WEB FORCE CSI Tt^ T� L= -0.13" D= -0.24" T--0 2-12 2-13 227 0.05 -333 0.04 6-16 -4622 0.45 6-17 2789 0.48 4-5-9 r'r �iQ � tp ^tI '��h� yl _ _ =1= =O- =o = 3-13 181 0.04 7-17 -2322 0.23 �t.13. tYhr .KI,f `S' th 00- OLoc121oa4-=5-=9 3-14 -1705 0.17 7-18 174 0.03 4-5-9 2 4- 5- 9 13 7- 6- 0 4-14 4-15 1992 0.34 -6420 0.75 8-18 574 0.10 8-19 187 0.04 7-11-11 7_11_11 10 J 3 7- 6- 0 14 10- 3- 2 8-13 0.01 1 2 3 4 5 6 7 8 9 4 13- 0- 3 15 17- 5-15 -4433 0.41 9-19 -138 2-PLYS s�� 5- .18- 6- 6 16 21- 2- 0 5-16 4749 0.82 9-20 106 0.02 26-4-0 6 23-10-13 17 26- 7-10 REQUIRED F_ 3.50 49S7F .ate.. _S 50 7 29- 4- 6 18 32- 1- 3 8 34-10- 0 19 34-10- 0 6 3-1 6 3 8 4 6 6 9 37-10- 7 20 37-10- 7 3-4 3-4 T 10 42- 4- 0 21 42- 4- 0 2-7-13 4-4 3 6 3-2-9 11 0- 0- 0 _ SHIP 0-3-14 2-4 5-5 3-4 �J_ 6-6 4-4 3-4 5-5 2-4 0-3-1 UA 2rK 42-4-0°-( C' v� C9,lo 11 12 13 14 15 16 17 18 19 20 21cc 4.5.9 , l l� 17-5-11 7-8-1 , l mlm ml� �l� �l 1` �, n6-13 STA � �q�`�� A- TE 8/23/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ®WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimcnsrons Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bosom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 psf 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 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 CA. 92211 end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, 'ANSI1TPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: D Qty: 1 Drwg: WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. MGx-LOC REACT SIZE REQ'D TC - 2x4 SPF 1650F-1.59 Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas Chk: BRYA 1.11- 3-12 1220 5.50• 1.75° BC 2x4 SPP 2100F -1.8B THIS DESIGN IS THE COMPOSITE RESULT OF apply when trues not supported in a hanger. 2 20- 0- 4 694 5.50• 1.50- WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT RRACTION(S) : T R U S S W O R KS MG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPP 1650F-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -275 lb Rep Mbr Bnd 1.00 )n the trues material at each bearing Lumber shear allowables are per NDS. Heel plates analyzed for eccentricity. Support 2 -156 lb " 75-110 St. Charles pl. Ste -11A !RG HANGER/CLIP NOTE Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. This truss is designed using the and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSLITPI 1','WTCA F - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 1 Hanger TBE- prevent rotation/toppling. See SCSI 1-03 End verticals designed for axial loads only. UBC -97 Code. jHANGBR(S) TO BE ENGINEERED and ANSI/TPI 1. -. Extensions above or below the trues profile Bldg Enclosed-= Yes, Importance Factor = 1.15 Seqn T6.4.17 - 0 'upport Connection(s)/Hanger(s) are (if any) require additional consideration Trues Location End Zone not designed for horizontal loads. (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No Exp Category = C Bldg. Length = 40.00 ft, Bldg Width 20.00 ft TC FORCE AXL BND CSI Mean roof height = 11.23 ft, mph 80 1-2 0 0.00 0.39 0.39" - UBC Essential Facility, Dead Load 13.0 psf 2-3 -654 0.01 0.65 0.66 LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC FORCE ASL END CSI TC Vert 218.44 11- 1- 0 218.44 12- 3- 0 0.44 4-5 571 0.05 0.76 0.81 TC Vert 90.00 12- 3- 0 90.00 20- 3- 0 0.44 - ' BC Vert 48.54 11- 1- 0 48.54 20- 3- 0 0.00 WEB FORCE CSI WEB FORCE CSI ...Type... lbs R.Loc LL/TL 1-4 -365 0.08 2-4 -866 0.20 TC Vert 220.0 12- 3- 0 1.00 TC Vert 275.0 12- 3- 0 0.00 MAX DEFLECTION (span) - .. L/559 IN MEM 4-5 (LIVE) _ 1.8-0 7-" L= -0.19" D= -0.33" T= -0 1-8-0 9-2-0 .. Joint Joint Locations = - --1 0- 0- 0 4 0- 0-=0 .. 1 .. 2 .. - 3 2 1- 8- 0 5 9- 2- 0. - ass# GAi?L�, 1.5-3 sLU rn CIZ a 4 r v V,0rp`3412 2-112 2-11-7 C 2-7-1a S-11 STATE Qk 4-6 oa-s 0 1 n� 11 3-4 B1 B2 wv 11-1-0 STUB 4 9.2-0 5 8/23/2004 9-2-0 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: 9/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T 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 youanruss A Company YCTl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally brazed by a rigid sheathing material directly attached unless ootherwiseP TC Dead 25.00 psf 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 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19/ and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesert CA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSLITPI 1','WTCA F - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job'Name: JAN & DAVE JACOBSEN Truss ID: D2 Qty: 2 Drw : SIZE REQ'D TC 2x4 SPF 1650F-1. 5B Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas truss supported in a hanger. RG x -LOC REACT 2x4 SPP 1650P-1.58 THIS DESIGN IS THH,COMPOSITE RESULT OF apply when not 1 11-3-12 504 5.50• 1.50• HC 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) 2 20- o- 4 504 5.50• 1.50• WEB 2x4 SPF 1650F-1.SH PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -140 lb R3QUIRHNENTS Showa are based ONLY bearing ,WEDGE Heel plates analyzed for eccentricity. Loaded for 10 PSP non -concurrent BCLL. Support 2 .-87 lb is,designed using the a the.truss material at each HORIZONTAL RBACTION(S) End verticals designed for axial loads only. This truss RG HANGER/CLIP NOTE 1 Hanger TBE• support 1 -131 lb - Extensions above or below the truss profile _ UHC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.15 HANGER(S) TO HE ENGINEERED support 2 -131 lb - -152 0.04 (if any) require additional consideration (by others) for horiz. loads on the bldg. Trues Location = End Zone , upport Conaectioa(a)%Haager(S) are 2-4 -712 0.29 Hurricane/Ocean Line = No Exp Category C not designed for horizontal loads. _ ' - Bldg Length - 40.00 ft, Bldg width 20.00 ft. "1 Mean roof height - 11.25 ft, mph 80 1 P alit Dead Load 13.0 psf TC FORCE AXL END CSI _ UHC Essen t a aC y, 1-2 -58 0.00 0.24 0.24 T R U S S W O R KS 2-3 -722 0.00 0.24 0.24 `. . • BC FORCE A%L HND CSI -- , - ... .. - 4-5 690 0.08 0.06 0.15 - 5-6 645 0.10 0..04 0.14 Palm Desert, CA. 92211 'ANSI/rPI 1','WTCA I' - Wood Trust Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL - WEB FORCE CSI WEB FORCE CSI - -. 1-4 -152 0.04 .2-5 87 0.04 - - '- - r' MAXL/999HINHMEM DEFLECTION 2-4 -712 0.29 - ,. •. r''. .. 6pa(LIVE) - '. ' , .ry .. .. •. ,t. '. .. ,. r° _ L- -0...01" D. -0.02" T- -0 STUB 4 4-1-4 .5 5.0.12 6 8/23/2004 414 9-2-0 , All plates are 20 gauge Truswal Connectors preceded by "MX" for 'HS20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scaler 112" = 1' lunnlesss YWYAR ITG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. "Chk: WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions BRYA Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mutt ascertain that the loads imposed by local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 13=1.25 utilized on this design meet or exceed the loading the 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 25.00 psf Rep Mbr Bnd 1.15 A Company You Can Truss! noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any install O.C.Spaeing 2- 0- 0 environment that will cause the moisture content of the wood to exceed 19% and(or cause connector plate corrosion. Fabricate, handle, BC Live 0.00 psf 75-11 O St. Charles pl. Ste -11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, CA. 92211 'ANSI/rPI 1','WTCA I' - Wood Trust Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036: TOTAL 55.00 psf Segn T6.4.17 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Job Name: JAN & DAVE JACOBSEN Truss ID: D3 "Qty: 1 Drw : RG x -LOC REACT SIZE REQ 'DTC 2x4 SPP 165OP-1.58 - Plating Spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1114 5.50• 1.60" BC 2x4 SPP 165OP-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 20- 0- 4 1114 5.50" 1.60• WEB 2x4 HF .STUD y MULTIPLE LOAD CASES. -max O.O. from to RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPP 1650P-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 6-11- 8 12- 3- 0 n the trues material at each bearing Heel plates analyzed for eccentricity. Loaded for 10 PSP non -concurrent BCLL. UPLIFT RRACTION(S) : Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding- Support 1 -221 lb TC FORCE ABL HND CSI TC as indicated. Lumber must be structural This truss is designed using the Support- 2 -221 lb - '1-2 -2227 0.04 0.56 0.60 grade. Brace ® 24" o.c. unless noted. UBC -97 Code. 2-3 -2312 0.0 0.19 o.a7 Bldg Enclosed - Yes, Importance Factor - 1.15 3-4 -2312 O.Oa 0.19 0.27 _ Truss Location = End Zone - 4-5 -2227 0.04 0.56 0.60 Hurricane/Ocean Line = No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width = 20.001ft - - BC FORCE A%L END CSI Mean roof height 11.52 ft, mph 80 - 6-7 2052 0.31 0.32 0.63 - > UBC Essential Facility, Dead Load = 13.0 psf 7-8 2053 0.31 0.32 0.63 - WEB FORCE CSI WEB FORCE CSI 2-7 * 318 0.12 4-7 318 0.12- 3-7 -209 0.04 ,.,. - _ MAX DEFLECTION (span) . - L/999 IN MEM 6-7 (LIVE) L= -0.11" D- -0.20" T= -0 33 Joint Locations =_ - =1= 0- 0- 0 5 20-.$ = 0 1 .7-6-0 2-7-8 2-7-8 7 6-0 4 12- 9- 0 8' 20 _ 3 _' 0 7-6-0 10-1-8 .12-9-0 y 20+3-0 2 1 4 5 �21 NRCHI 4 3.0 3.50 -3.50 GARS T 6-6 , T X,�g'� y I L 3 8-7 f .. 3-6-7 .-._ SHIP . ` 4-10 4-10 I0_7-8_ � - IQ_74tsrATE Of � 6 B1 , 62 20-3-0 6 7 6 10-16 10.1_6 10-1-6 20-3-0 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" =11' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf - Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live. 0.00 psf p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', Phone (760) 341-2232 ANSVrPI 1','WTCA F. Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL CONNECTED WOOD TRUSSES'- BC Dead 10.00 psf Design Spee UBC -97 Fax # (760) 341-2293 PLATE (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: D3A Qty: 3 Drw : RG x -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650E -1 -SE Plating Spec ANSI/TPI - 1995 - IIPLIup REACTIONS)) 1 0- 2-12 1114 5.50- 1.60• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMP03ITB RESULT OF Support 1 -221 lb 2 20- 0- 4 1114 5.50" 1.60' WEB 2x4 HP. STUD MULTIPLE LOAD CASES. Support 2 -221 lb RG RSQUIRSMENTS shorn are based ONLY WEDGE 2x4 SPP' 1650P -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss'is designed using the - n the truss material at each bearing Heel plates analyzed for eccentricity. Loaded for 10 PSP non-concurrent.BCLL. UHC -97 Code. Bldg Enclosed - Yes, importance Factor = 1.15 _ Truss,Location - End Zone - TC FORCE ASL END CSI - Hurricane/Ocean Line - NO Exp Category - C- 1-2 -2350 0.05 0.59 0.64 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1844 0.04 0.41 0.45 - - - Mean roof height - 11.54 ft, mph 80 - 3-4 -1844 0.04 0.41'0.45 - ' UBC Essential Facility, Dead Load == 13.0 psf 4-5 -2350 0.05 0.59 0.64 - - - - - BC FORCE ASL BND CSI - 6-7 2184 0.33 0.42 0.75 ' 7-8 2184 0.33 0.42 0.75 t - WEB FORCE CSI WEB FORCE CSI 2-7 -491 0.30 4-7 -491 0.30 3-7 441.0.16 . • t r - w• MAX DEFLECTION (span) . - L/999 IN MEM 6-7,,(LIVE) -0.12- D= -0.21" 'T-0 31 . s - --Joint Locations =i0- 0- 0 5 20- 3-=0 - 2. 5- 0-12 ,6 0- 0- 0 - ,. - 3." 10- 1- 8 -� 7 10- 1- 8 5-0.12. _ 5-0-12....- J 5-0-12� �5-0-12.. `q' 15_ 2- 48 20- 3- o 5-0-12 10-1-8 15-2-4 20-3-0 ' 1Ii-1-6 3 10-1-8 s ��� p,RCHITF r 1' �_ a GA -RL4 -5� iso , S w , v 4-4' Cr � 2' �y0 4 T 1.5-3 1 5 3 ' Y 1A ;O;t Q� ! 3-6-15 3-6-15 ' SHIP Q 5$ 5 6\�• 1 I0a-s TO -7-8 - STATE OF GP 6 B1 { B2 20-3-0 6 - 7 _ I; P 1010-1-8 10-1-8 10-1-8 20-3-0. " 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. w0: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design men or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! 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 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install SC Live 0.00 psf O.C.Spaeing 2- 0- 0 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 10.00 psf Design Spec UBC -97 Palm Desert, 'ANSUrPI I','WTCA P. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL - Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,- - FaX # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: D4 Qty: 2 Drw : RG ' x -LOC REACT SIZE REQ -D TC 2x4 SPP 1650F-1.58 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. Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 1 • 0- 2-12 2171 5.50 1.56• BC 2x4 SPP 1650F-1.59 This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mutt ascertain that the loads THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: TC Live 20.00 psf TC Dead 25.00 psf 2 20- 0- 4 2171 5.50• 1.56• WEB 2x4 HP STUD 75-110 St. Charles pl. ste-11A Desert, Palm Desert CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 MULTIPLE LOAD CASES. max O.C. from t0 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.17 - 0 RG REQUIREMENTS shown are based ONLY WEDGE 2x6 HF 1650F-1.59 PLATE VALUES PER ICBO RESEARCH REPORT 01607. TC 24.00" 7-11-11 12- 3- 0 n the truss material at each bearing t t + t + + t + t t t + + + + r + a r a + + Heel plates analyzed for eccentricity. UPLIFT RRACTION(S) Nail pattern shown is for PLP loads only. Drainage must be provided to avoid ponding. Support 1 -431 lb TC FORCE AEL BND CSI Concentrated loads MUST be distributed to Permanent bracing is required (by others) to _ Support 2 -431 lb 1-2 -4968 0.06 0.69 0.75 each ply equally. On multi -ply with hangers, prevent rotation/toppling. See BCSI 1-03 This truss is designed using the 2-3 -5678 0.07 0.35 0.43 use 3" nails min. into the carrying member. and ANSI/TPI 1. UBC -97 Code. 3-4 -5678 0,07 0.35 0.43 For more than 2 ply, use additional fasten- Continuous lateral bracing attached to flat Bldg Enclosed - Yes, Importance Factor - 1.15 4-5 -4969 0.06 0.69 0.75 ere as indicated from the back plys, or use TC as indicated. Lumber must be structural Truss Location - End Zone any other approved detail (by others). grade. Brace ® 24" o.c. unless noted. Hurricane/ocean Line - No , Exp Category - C BC FORCE A%L BND CSI a + r + + + + + + ♦ + + + t + + . r + + ♦ + 2-PLYI Nail w/lOd BOR, staggered (per NDS) Bldg Length = 40.00 ft, Bldg width 20.00 ft 6-7 4661 0.35 0.63 0.98 in: TC- 2 BC- 2 WEBB- 2 --PER FOOTI-- Mean roof height - 11.23 ft, mph80 7-8 4661 0.35 0.63 0.98 UBC Essential Facility, Dead Load =� 13.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- WEB FORCE CSI WEB FORCE CSI Dir L.Plf L.Loc R.Plf R.LOC• LL/TL 2-7 1245 0.22 4-7 1244 0.22 - TC Vert 90.00 0- 0- 0 90.00 8- 0- 0 0.44 3-7 -1118 0.10 TC Vert 218.44 8- 0- 0 218.44 12- 3- 0 0.44 - - TC Vert 90.00 12- 3- 0 90.00 20- 3- 0 0.44 BC Vert 48.54 0- 0- 0 48.54 20- 3- 0 0.00 ' -.Type... lbs R.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 - TC Vert 275.0 8- 0- 0 0.00 TC Vert 220.0 12- 3- 0, 1.00 - - TC Vert 275.0 12- 3- 0 0.00 7-"__, 2-7-8 2-7-8 7-6-0 7-0-0 10-1-8 12-9-0 20-3-0 7-11-11 1 7-11-11 2-PLYS 1 8 2 3 1 4 5' REQUIRED F3.50 49 # 4-3-0 3.50 �. . T J 2-11-7 6-f l 10.7-8 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L- -0.15" D- -0.27" T- -0 ..... Joint Locations = 1 0- 0- 0 5 20- 3- 0 2 7- 6- 0 6 0- 0- 0 3 10- 1- 8 7 10- 1- 8 4 12- 9- 0 - 8 20- 3- 0 20-3-0 s 7 ,o -,-e 20-3-0 cc < ``4 s y�t� oP� OQ C9 STATE 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" =,' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B5331A T R U S S W O R KS This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mutt ascertain that the loads Chk' BRYA Dsgnr• BRYA •. TC Live 20.00 psf TC Dead 25.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Desert, Palm Desert CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI F,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 55.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN RG r -LOC REACT SIZE REQ `D 1 0- 2-12 2891 5.50• 2.07• 2 23- 9- 4 2891 5.50" 2.07• RG REQUIREMENTS shown are based ONLY a the truss material at each bearing ITC FORCE A8L BND CSI 1-2 -7571 0.19 0.28 0.48 2-3 -9199 0.22 0.51 0.73 3-4 -9199 0.22 0.51 0.73 4-5 -7571 0.19 0.28 0.48 BC FORCE ARL HND CSI 6-7 7191 0.54 0.15 0.69 7-8 7243 0.54 0.11 0.65 8-9 7243 0.54 0.11 0.65 9-10 7191 0.54 0.15 0.69 r WEB FORCE CSI WEB FORCE CSI 2-7 294 0.07 4-8 2094 0.36 2-8 2094 0.36 4-9 294 0.07 3-8 -1303 0.12 Truss ID: E TC 2x4 SPF 1650F-1.59 BC 2x4 SPF 1650F-1.58 WEB 2x4 HF STUD Lumber shear allowables are per NDS. 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. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace ® 24" o.c. unless noted. 2 -PLY/ Nail w/lOd BOR, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOTI** s Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. + 4+♦+ 4 . i 4 . i 4♦ F+ I F i 4♦♦+ Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). ♦ + a r + a ♦ + a t + + t + + + r + + t + + 7.64) 4-6-0 4-6-0 7-6-0 7-6-0 12-" 16-" 24-" 7-11-11 7-11-11 2-PLYS ' 1 2 3 4 5 REQUIRED 35_ 495# s 195#- -3.50 T 2-7-13 1 =0-3-14 2 B1 B2 . This design based on chord bracing applied - per the following schedule: Eng. Job: EJ. max o.C. from to ® TC 24.00" 7-11-11 16- 0- 0 Chk: BRYA UPLIFT RRACTION(S) : Support 1 -548 lb Dsgnr' BRYA Support 2 -548 lb T R U S SW O R KS This truss is designed using the TC Live 20.00 psf UBC -97 Code. A Company You Can Trussl Bldg Enclosed = Yes, importance Factor = 1.15 TC Dead 25.00 psf Truss Location = End Zone - pl. Ste -11 A 75-110 St. Charles s Hurricane/Ocean Line = No Exp Category = C BC Live 0.00 psf BC Dead 10.00 Bldg Length = 40.00 ft, Bldg Width 20.00 ft Palm Desert, CA. 9pl. Mean roof height = 11.08 ft, mph 80 psf UBC Essential Facility, Dead Load 13.0 psf Phone (760) 341-2232 ----------LOAD CASE #1 DESIGN LOADS ---------------- TOTAL 55.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 0- 0- 0 90.00 8- 0- 0 0.44 TC Vert 218.44 8- 0- 0 218.44 16- 0- 0 0.44 TC Vert 90.00 16- 0- 0 90.00 24- 0- 0 0.44 BC Vert 48.54 0- 0- 0 48.54 24- 0- 0 0.00 ..Type... lbs R.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 275.0 8- 0- 0 0.00 TC Vert 220.0 16- 0- 0 1.00 TC Vert 275.0 16- 0- 0 0.00 T 3-2-9 MD -3-4 SHIP 24-0-0 g �Sax cc g 7 8 9 10 �� ��01 7 4 4 4-7-12 4-74 -12 7dd7-4 4 12 0-0 16-7-12 240-0 MAX DEFLECTION (Span) : L/999 IN MEM 7-8 (LIVE) L= -0.20" D= -0.36" T= -0 ... == Joint Locations == 1 0- 0- 0 .6 0- Oc0 2 7- 6- 0 7 7- 4- 4 3 12- 0- 0 8 12- 0- 0 4 16- 6- 0 9 16- 7-12 5 24- 0- 0 10 24- 0- 0 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S SW O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.00 pl. Ste -11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19/ and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Live 0.00 psf BC Dead 10.00 O.C.Spaeing 2- 0- 0 Design Spec UBC -97 Palm Desert, CA. 9pl. 'ANSVrPI 1%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL psf Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Forest and Paper Association (AFPA) is located at 1111 19th Street NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Job Name: JAN & DAVE JACOBSEN Truss ID: E2 Qty: 1 Drw : RG K-LOC REACT SIZE REQ-D TC 2x4 SPP 1650F-1.5H Plating. spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1540 5.50• 2.21• BC 2x4 SPP 1650F-1.SB THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 23- 9- 4 1540 5.50• 2.21• WEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to ' RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non-concurrent BCLL.. PLATE VALVES .PER ICBG RESEARCH REPORT 81607. TC 24.00" 6-11- 8 16- 0- 0 n Use trues material at each bearing Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. - UPLIFT RHACTION(S) TC as indicated. Lumber must be structural This truss is designed using the Support 1 -316 lb TC -FORCE A2:L END CSI grade. Brace ® 24" o.c.-unless noted. UBC-97 Code. Support 2-316 lb 1-2 -3325 0.160.60 0.76 Bldg Enclosed Yes, Importance Pactor - 1.15 2-3 -3724 0.20 0.36 0.57 Truss Location = End Zone 3-4 -3724 0.20 0.36 0.57 Hurricane/Ocean Line = No Exp Category -= C 4-5 -3326 0.16 0.60 0.76 Bldg Length = 40.00 ft, Bldg Width 20.00 ft - Mean roof height = 11.37 ft, mph = 80 BC FORCE ARL BND CSI UHC Essential Facility, Dead Load 13.0 psf 6-7 3118 0.47 0.20 0.67 7-8 3149 0.47 0.14 0.61 ' 8-9 3149 0.47 0.14 0.61 9-10 3118 0.47 0.20 0.67 WEB FORCE CSI WEB FORCE CSI 2-7 _ 167 0.07 4-8 616 0.21 2-8 616 0.21 4-9 167 0.07 .. .. - 3-8 -400 0.08 • - MAR DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) - L. -0.17" D= -0.30" T= -0 4' === Joint Locations = _ - 10 0 0 6 0- 2 2 7- 6- 0 7 7- 4- 4 3 12- 0- 0 8 12- 0- 0 - - 4 16- 6- 0 - 9 16- 7-12 .ti -7$-0 4-64 -0. 4-6-0_.. 7-6-0- - 5 24- 0- 0. 10 24- 0- 0 7-6-0 12-0-0 : 16-6-0 24-0-0 , 9-11-11 9-11-11 1 2 3 4 5 3.50 -3.50 T ,.5. r T 3-2-133 E3-9-9 a 3-6 i' I SHIP 1a=0-3-14 s-0-3-� ..c1.5-3, 5 - i B, . B2 p,RCNITF 15-3 6-0 1 -3 t - , �10-GAR, l 2-I 24 g 7 8 9 10 7-4-4 4-7-12 44-7-1- 2 7-4� 7-4.4 12.0-0 16-7-12 24-0-0 . T4TE OF 8/23/2004 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: 5132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top. chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 25.00 Rep Mbr Bnd 1.15 noted. Brazing 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 191A and/or rause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Desert, Palm DesertCA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSVTPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLBJG INSTALLING AND BRACING METAL BC Dead 10.00 psf P Design Spec UBC -97 9 P Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: E3 Qt 8 Drw : RG 8 -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) - 1 0- 2-12 1540 S.50 . 2.21• BC 2x4 SPP 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -316 lb 3 23- 9- 4 1540 5.50• 2.21• WEB 2x4 HF STUD MULTIPLE LOAD CASES. - Support 2 -316 lb - RG FBQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BOLL. - PLATE VALUES PER ICBO RESEARCH REPORT #1607. This trues is designed using the 7 Code. n the trues material at each bearing - Bldg Bldg Enclosed =Yes, importance Factor 1.15 Truss Location - End Zone TC FORCE AEL SND CSI - - - - - Hurricane/Ocean Line - No Exp Category - C 1-2 -3376 0.14 0.41 0.55 Bldg Length - 40.00 ft, Bldg Width 20.00 ft 2-3 -2453 0.05 0.40 0.45 - r - .Mean roof height - 11.66 ft, mph = 80 3-4- -2453 0.05 0.40 0.45 - - DEC Essential Facility, Dead Load = 13.0 psf 4-5 -3376 0.14 0.41 0.55 BC FORCE AXL BND CSI . - .. 6-7 3187 0.41 0.57 0.98 7-8 3187 0.41 0.57 0.98 WEB FORCE CSI WEB FORCE CSI -. 2-7 -949 0.69 4-7 -949 0.69. - , 3-7 828 0.29- .. ... = MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0:20" D. -0.35" Tv -0 55 • - - x - ..... _= Joint Locations .1 0- 0- 0 5 24-.0- 0 ' 2 6- 5- 9 6 0- 0- 0 - _ - - ■ 3 12- 0- 0. - 7 12- 0- 0 4 17- 6- 7 8 24- 0- 0 61-Sc9 V 5.6-7 5.6-7 6-5-9 17-6_7 g -5-g 12-0-0 . 24-" r 12-0-0 * -1 12-0-0 F_ 1 2 3. 4 5 3.50 _3�' 4-4 T ,.5 3 1.5-3 T 3-9-14 • 4-4-10 3-8i 3-8 SHIP 50.3-14.3 5-8 B2 B1 �Q p„aGHiTF�l Y t C��Qk,`° GAR�yo � Q 4N �- 24-"- 31E 12-0-0 B + 12-0-0 J �o 12-" 24-0-0 ATE OF 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng.. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! utilized on this design meet or exceed the 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 is for lateral components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown support of 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 Charles pl. ste-11 A 75-110 St. Charle and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 psf Design Spec UBC -97 Desert, 92211 Palm Desert 'ANSIlrPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 1 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. Job Name: JAN & DAVE JACOBSEN Truss ID: E4 Qty: 1 Drw : RGA. X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.58 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 1175 5.50" 1.68• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF, Support 1 -260 lb 2 17- 1- 9 955 5.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -202 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BCLL. 'PLATE VALUES PER ICBO RESEARCH REPORT #1607. This trues is designed using the n the truss material at each bearing End verticals designed for axial loads only. UBC -97 Code. Extensions above or below the trues profile Bldg Enclosed Yes, Importance Factor - 1.15 TC FORCE AXL BND CSI (if any) require additional consideration Truss Location = End Zone 1-2 -2145 0.030.48 0.51 (by others) for horiz. loads on the bldg. Hurricane/Ocean Line - No Exp Category - C 2-3 -1170 0.01 0.48 0.49 Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -1146 0.02 0.37 0.39 - Mean roof height - 11.66 ft, mph 80 2-M - 17-4-5 5' 6 7I 12-" - � 12-",7.4.5. srA?E QF QP 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for'16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. .- - UBC Essential Facility, Dead Load = 13.0 psf SC FORCE AXL BND CSI are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 5-6 2013 0.26 0.44 0.70 - - t• psf 6-7 90 0.00 0.44 0.44 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL - - Phone (760) 341-2232 WEB FORCE 'CSI WEB -FORCE CSI - TOTAL 55.00 psf Seqn T6.4.17 - 0 2-6 -1012 0.74 4-6 1127 0.39 3-6 173 0.06 4-7 -937 0.19 ,.. •- - MAX DEFLECTION (span) • r - . �. _ - -L/999 IN MEM 5-6 (LIVE) L= -0.18" D. -0.32" T. -0 51 - _= Joint Locations = .. , .. - 2 6- 5- 9 6 12- 0- 0 .. 6 .5-9 ... � - .. 5-6-7 -7 §�.5- 5 3 12- 0- 0 7 17- 4- 5 6-5-9 12-0-0. 17-4-5 4 17- 4- 5 . 12-0-0 13 . 2 4 .. 3� . 3.50 �• ; 4-4 - a 2-4 - Sd 3-9-14 T' I 4-4-10 r .. 2_3_2 SHIP 4-4., IO -3-14 B1p,RCNITF�T GAR, 2-M - 17-4-5 5' 6 7I 12-" - � 12-",7.4.5. srA?E QF QP 8/23/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for'16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T 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 YCTl p youanruss 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 25.00 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 pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19"/" and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 Job Name: JAN & DAVE JACOBSEN Truss ID: E5 Qty: 1 Drw : RGA S -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.58 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- a -la 1040 5.50• 1.50• BC 2x4 SPP 1650F-1.59 - THIS DESIGN IS THE COMPOSITE RESULT OP Support 1 -232 lb a 14- 8- 4 820 5.50• 1.50• WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -186 lb RG REpUIRE14ENTS shown are based ONLY Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. HORIZONTAL RRACTION(S) n the trues material at each bearing • This truss is designed using the End verticals designed for axial loads only. Support 1 126 lb UBC -97 Code. - Extensions above or below the truss profile support 2 126 lb TC FORCE A%L BND CSI Bldg Enclosed Yes, Importance Factor 1.15 (if any) require additional consideration - 1-2 -1707 0.02 0.53 0.55 Trues Location End Zone (by others). for horiz. loads on the bldg.. -. 2-3 -694 0.00 0.53 0.53 Hurricane/Ocean Line - No , Exp Category - C 3-4 -634 0.00 0.17 0.17 Bldg Length - 40.00 ft, Bldg Width 20.00 ft - - - Mean roof height - 11.66 ft, mph80 - - BC. FORCE AxL BND CSI UBC Essential Facility, Dead Load =� 13.0 psf _. 5-6 1595 _ 0.20 0.48 0.69 - - 6-7 136 0 00 0 48 0 48' WEB FORCE CSI WEB FORCE CSI 2-6 -1057 0.77 4-6 839 0.39 - s 3-6 138 0.04 4-7 -870 0.20 • - _ - ; _ - - MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) - L- -0.17" D= -0.30" T -0 4 Joint Locations = - 6-5� 5-0 2-11_0 1 2 6 5- 9 6 12- 0- 0 6.5-9 12-0-0 14-11'-0 - - 3 12 0- 0 7. 14-11- 0 4. 14-11- 0 12-0-0• 2-11-0 . 1 2 4' 350 -33.5500 T . « 4-4 r 3-4 - - 2-4 +. 3-9-14 T . -11-11 4-4-10 }. = SHIP 3-4 T 1U-3.14 r p,RCHITF� 5-6 �Q P BI 261 cc �NX-1 � 2-0-0 I v V: �$1t�G�00 14-11-0 S� p , `(� CL 19-1-0®Q Uv pr P 5 1212-" 6' 2-1� STUB ts1� 1 EC �F GPS 12-" 14-11-0 8/23%2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DsgnC BRYA utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFars L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 25.00 psf Rep Mbr Bnd 1.15 psf _ environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 75-110 St. Charles pl. ste-11A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', P O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 'ANSvrPI 1','WTCA I'- Wood Truss Council of America Standard Design R esponsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 55.00 psf Seqn T6.4.17 - 0 6" Job Name: JAN & DAVE JACOBSEN Truss ID: E6 Qty., 1 Drw : RGx-LOC REACT SIZE RSQ'D TC 2x4 SPP 1650P-1.59. Plating spec : ANSI/TPI - 1995 OF UPLIFT REACTION(S) Support 1 -214 lb 1 0- a -la 968 5.50• .1.50• BC 2x4 SPP 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT Support 2 -179 lb 2 13- 4- 7 748 5.50• 1.50• based ONLY NEB 2x4 HP STUD MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. HORIZONTAL RBACTION(ON(S) - RG EEQUIREMENTS shown are n the trues material at each bearing This truss is designed using the - .End verticals designed for axial loads only. - support 1 146 lb 146 lb - UBC -97 Code. - Extensions above or below the truss profile support 2 TC FORCE A%L HND CSI - Bldg Enclosed = Yes, Importance Factor = 1.15 (if any) require additional consideration 1-2 -1716 0.02 0.17 0.19 Truss Location = End Zone (by others) for horiz. loads on the bldg. - 2-3 -1324 0.00 0.39 0.39 Hurricane/Ocean Line - No Exp Category.= C 3-4 -444 0.01 0.39 0.39 Bldg Length = 40.00 ft, Bldg width 20.00 ft -. 4-5 -413 0.03 0.00 0.03 Mean roof height = 11.66 ft, mph = 80 .UBC Essential Facility, Dead Load = 13.0 psf - - BC FORCE AXL BND CSI .. - 6-7 1611 0.21 0.13 0.34 7-8 918 0.12 0.14 0.26 - - 8-9 146 0.00 0.23 0.23 WEB FORCE CSI WEB FORCE CSI 2-7 -472 0.10 5-8 631 0.32 - 3-7 498 0.18 - 5-9 -699-0.18 r 3-8. -719 0.24. - .-, .. .. - .. MAX DEFLECTION (span) - - - - - - _ - L/999 IN MEM 7-8 (LIVE). .. - L= -0.08" b= -0.13" T= -0 21" =1= _= Joint Locations =- _ _ 4-7-7 3-8-5 � 3$_5 1.7-3. 0- 7- 0 6 6- 5- 9 4-7-7-8-3-11 . 12-" 13-7-3 3 8- 3-11 8 11- 0- 8 .. .. -. .12-0-0' .1-7-g r 4. 127 0- 0- 9 13- 7- 3 5 13- 3 ", `• 2 3 4 5 I� f a 3�-- -31 .50 .50 r s 3-4 y 34 3-4 3.g.1q - , 1.5-3 3-4-5 4� 10 _ " - SHIP 3-4' ' Io -3-14 Tfcr 3-43-4 PACHI74 GAR(,4�o .. er' 2 y��tQyQ - 10%,5�® C r Q 2.0-0 13-7-3 �V 10 6 "-15 STUB 6-5-9 ,6 2-6-11 srarE 8/23/2004 6-5-9- 11-0-8 13-7-3 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: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5331A This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T R U S S W O R KS arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads design the loading imposedbythe local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 Can Trussi utilized on this meet or exceed is laterally brazed by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise TC Dead 25.00 psf Rep Mbr Bnd 1.15 A Company You noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19"/ and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Charles pl. ste-11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 Palm DesertCA. 92211 'ANSUI'PI 1','WTCA F - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL psf Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, TOTAL 55.00 psf Seqn T6.4.17 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNFC- TTi`iNS r, i;O'' Tii`� SP NIST n-, y� .. ._ .. :Z i:. C:. '.��' '1':L :,'i'i=:' �C`.Cuic.; 'i'') SUCH, LOADS. T— l:� ::i��a�c-��•u�!YDTJ[7 ' THAT THE APPROVAL, OF THE PROJECTENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENT'S SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS BUSSES @ 24" O.C. ,(TYP. ) _"L T 11 BLOCK r BLOCK - BLOCK '� BLOCK 4-- TOP PLATES SECT. A -A TRUSS (TYP.) PROCEDURE: Ll 1 TOE -NAIL BLOCK TO TRUSS WITH 1-16d COMMON NAIL' 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP'PLATE WITH 2-16d COMMON NAILS. f- trial "AIL -FI.RC- i; .j 'TRUSS IN'T'O <!i PLACE NE"T BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIIJ?SON A35F (OR.EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS ' X.' BRACING B.C. OF TRUSS OR END VERTICAL RUN -7r I THROUGH TO BEARING. QROFESs/ u WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGld DRAWING OR r LLj_C CC 7 02 m ?MUST BE SHINNIED TO THE CORRECT HEIGHT. �Es�p.12/ /06 m USE 2-16d CO?LuSON NAILS TOE—NAILED INTO THE TOP PLATE yt THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16—INTERVALS -INTERVALS ALONG WALL . FOF�ALIF 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR -WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT 'CHORD 2X4 BLOCKING BOT CH I 6d FILE NO DATE: REF.: 9/10/92 O STUDS @ A L f 16" O.C.f -e ( TYP . 1 1,. 4-- TOP PLATES SECT. A -A TRUSS (TYP.) PROCEDURE: Ll 1 TOE -NAIL BLOCK TO TRUSS WITH 1-16d COMMON NAIL' 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP'PLATE WITH 2-16d COMMON NAILS. f- trial "AIL -FI.RC- i; .j 'TRUSS IN'T'O <!i PLACE NE"T BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIIJ?SON A35F (OR.EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS ' X.' BRACING B.C. OF TRUSS OR END VERTICAL RUN -7r I THROUGH TO BEARING. QROFESs/ u WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGld DRAWING OR r LLj_C CC 7 02 m ?MUST BE SHINNIED TO THE CORRECT HEIGHT. �Es�p.12/ /06 m USE 2-16d CO?LuSON NAILS TOE—NAILED INTO THE TOP PLATE yt THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16—INTERVALS -INTERVALS ALONG WALL . FOF�ALIF 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR -WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT 'CHORD 2X4 BLOCKING BOT CH I 6d FILE NO DATE: REF.: 9/10/92 I. 2x -,.'- POST ATTACia.-, D TO EACH TRUSS PANEL POINT AND OVERHEAD PUP.L'1N P On '' :.� It 2. 2x <I! FiF OR 92 Or-* PURLINS -V - 0" O.0 3. 2x=:: I I -IF OR H2,.-.-* CONTINUOUS STIFFENER ATTACHED TO POST. 4. 111PTRUSS PI SE`f3ACK FROM END WALL AS NOTED ON TRUSS DESIGN. 5. E;':'IiiNDF,D ENG .'ACK TOP CHORD (TYPICAL) 6, CO;`OMON TRUSS. 7. Hl:' ;:'JRNER Pv;F'i'ER. 8. Is�,'JNTINUOUSI.ATERALBR'ACING. g -� 9. EXTENDED DOTTI)Ni CHORD. ., II L.A i :',_A . STABIL: e`:' OF ROOF SYS "-M IS PER BUILDING DESIGNER. SETBACK AS NOTED ON TRUSS DESIGN.. SECTION A QR0 ESS/0 W J \459 rn T Cr. p, ! 2 1106 :D s CIV\ OF L1F�P i HIP TRUSSES 24" O.C. (TYPICAL) SECTION B ADEQUA11i CONNECTION BY OTHE?Z ("TYPICAL). WARNING Pead all notes'on this sheet and -give a copy of R to the F acl/ng Contractor. � Thus 0-911 15 for an nondual budding component. 11 has be.A based on speuncations provided by the component manufacturer and done n accordance *111,*111,rho current versions of TPP y d and AFPA des,gn slanoards No rasponsmmtassumed to, evnens,onal accuracy. Denensrons are to ba vurdmd by ma component manufacturer AAW- buddng dusignw pnor to lato.ulon The Door) ) un ea;nm snaa asewtann Inst Ine bads p wages w, Iles ut,s. ,meal or II.Coed the luaomg Imposed by n,. local buddblg code. 11 m*assumes! If-.! I:,a :op chord is Laterally braced by Ine I _1 of Thar Sliealh.un and me bottom chore U Iltwaey Wac,u DY a n9d snealnml; -31.141 shreclly a0acPaJ. ,mass anaw.se noted Brae n0 �" Cty�p_ 1•"® ( sl- »n IS for lateral snppon of components members only to reduce bucAhng length. Th,s cOmpd,Mt snail net he placed 0 any enwoMt W UW ®® ; �® eT E �7 L' �Y`���•7i.J ...1 cease the mwsfuw conlem of Ina wood a•ceed 19% and/or "use coiow for plate corrosion. F.W."lu. lu nm., wslao and dace Una buss In 117U5WA!.:A'SIEMS CORPOr'AIION aecorddneu with Ine lulfownng elundards;-TRUSCOM MANUAL' by Tluswal.'OUAUTY CONTROL STANU'AW, POil METAL PLATE CONNECTED %%0017 TRUSSES' - (OST9B). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOC"J TIl'JSSES' • (MID -91) and -HIS 91 SUMMARY SHEE T' by TPI. The Truss PWIe Instdutd (TPI) is located at 593 D'Onobio Otwo. Madeon. Wlsconsm S3719. Tne Amarrwn Foresl and Pepur ASWIaIOA (i -FPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Waslunglon, DC 20036. SUPPC.RT R =OUIRED EVERY 4'-0•• !AAXIMUM. �P'_ :cT i`%NE OR M(:RE i'LY). L 48" MA—'. B HIP T^USSES BEAF.'NG SUPPORT FOR TOP CHORDS OF EN" JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY Sr TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON TH`= !NDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -MAILED TO THE SUPPOR :NG MEMBER WITH (2) 10d NAILS. - 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADD170NAL - CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS.MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATI: !G TOA HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL C)PTIONS 0 0 WEDGE OR ,ao _ta'. ��. ,<w.sx?i. .a..x'ft t..... ,•.:Y S'X'S'?;v.. - �. BEVELED TOP ` Jam- PLATE UNDER I OF BEVEL CUT ON TOP JACK TOP _,� LATDERAL CHORD OF TRUSS CHORD *"` BRACE. OR "SECONDARr EXTENSIONS. TOP CHORD (BRACE MAY CONNECT!CN OF OVERLAP WITH 1,10ABER. NOTE LATERAL !RACE IS TRUSS CHORD = THAT HEIGHT OF iNAIL CHORD TO TRUSS MUST ALLOW BASED ON SPACE I FORCES DETERMINED FACE OF BRACE FOR THIS. c: i.i;•'. . : -iii ,... "'q, BY THE BMJ'_^ANG WITH.(2) tOd) 6 DESIGNER ! SSlpN� MAY BE USED INSTEAD OF DETAILS SHOWN ABC E. LEDGER MAY B ATTACHED �Q� ' MEss lFy RUSS VvITl ! 10d NAILS. SPACING OF NAILS IS DEPEND. NIT ON LOA=DING CONDITIONSco BY BUILDING DESIGNER.. _ J o. C 982, m W - —THIS DETAIL IS PROVIDED AS A SUGGES?'::?D SOLUTION 1.0 THE APPLICATION p. 12/31/06 -'�D n s �l DATE: 6/25/99 SHOWN ONLY. IT IS NOT INTENDED TO IRF!'LACE OR SU= ANY SIMILAR ' DETAIL THAT MAY HAVE BEEN PROVIDFL' jY THE BUILDING DESIGNER. IT IS P _ s� t �P HJ -1 1 ?r4 } y r � 4 THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQi.iACY OF THIS DETAIL C I ViRE. ��� IN RELATION TO ANY SPECIFIC PROJEC? .:\S TO ITS APPLICATION AND INTENT Q� :,�^S. "Z�� ; ") .+qqs��oep�•q� APPLIED TO THIS.OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO � �OF(,'AL�F� DES: LM. RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. JACK/ RAF � S WR STA ' D1�RD `)ETAia-S L* -I @FORNIA STYB�E) :WAND LUF! IBER OR ?ER OPTIONAL EXTENSION -:USS DESIGNS. -- — - 3-4 b i i �HIP GIRDER CHORDS 13 1 i 1113N r' <' ii. "A" I CONNECTION DE TAIL "E" l-; :U i ". ;ZDER) j (BOT CHORD TO HIF GIRDER) —- ,JAC`': ' CHORD 74 R GIRDER x• t:� ' i sig,. 1 'S (2) 10d or 16d NAi_S, :NTO THROUGH JACK B.C. INTO r , GIRDER BOT CHORD, TOE- ;,A;. OE- ;,A;. ' A "'t]t;i•,TE NAILED, OR ADEQUATE c is .,•,( t:. PER MECHANICAL HANGER _ PER MANUF. CATALOG. LUMBER REQUIREMENTS: JACK TOP CHORD: 2'4; #2 OR BETTER DF -L, #11#2 OR BETTER CAN S -P -i=, 911 OR - BETTER S -P -F: #2 OR BETTER HEM -FIR, OR 165OF MSR ANY SPECIE JACK BOT CHORD: 2.X4; #2 OR BETTER ANY SPECIE, OR 165OF MSR ANY SPECIE CORNER RAFTER: 2):6; SELECT STRUCTURAL ANY SPECIE, OR 165OF NISR ANY - SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR - 2X8 #2 OR BE :TER ANY SPECIE. _ -TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, VIPTH - EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLY! -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIP IUPaI. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4112 MINIMUM TO 8112 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (31.5") FOR - OVERHANG UP ''+-0 34" (24" @ 45 DEGREES) MAX. -THIS DETAIL APPLIEc> TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI CONfj; _CTION DETAIL "C" (TOP CHORD TO RAFTER) J JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED 10d or i6d NAILS, THROUGH EACH JACK T.C. INTO RAFTER, TOE-NA!LED, PER SCHEDULE BEL C -W, OR ADEQUATE MECHANICAL HANGER PER ANUF. CATALOG. RA�!' ING REQUIRED: 2'-0" R ,V-)" JACK T.C. (2) NAIL `,'K BOTTOM CHORDS ARE USED (INSTEAD 6'-0" JAC• . T.C. (3) NAILS LL), TI :EY i:1AY BE ATTACHED TO THE 8'-0" JAC:: (ONE FACE OF E FIRST END JACK AS PER DETAIL "B". - RAFTER ONLY) (4) NAIL: DESIGNED FOR 10 PSF NON-CONCU!?=ENT BOTTOM CHORD LIVE LOAD. Mbr B"A 175 PLATES 8 NAILS DESIGNED FOR GREEN LUMBER VAI_I. ES. .r :.Spacing 2- 0- R WIND LOADED FOR 75 MPH, EXPOSL;.;E 'C". MAXIMUM NO POINT LOADS, MECHANICAL UNITS. HVAC. SPRINK,.ERS, OR OTHER i7 r.Ign Spec UOC-9i _ ITEMS CAUSING ADDITIONAL LOADS CN THE STANDA-1"D JACKS IS RATIO: LRdo v.: uIBO ALLOWED, WITHOUT SPECIAL DESIG'.` THIS DETAIL IS PROVIDEC AS A SUGGEST. -i., SOLUTION TC THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO RE! LACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE SEEN PROVIDED SY THE BUILDIW- DESIGNER. IT S n ti i rM it THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL '' IN RELATION TO ANY SPECIFIC PROJECT, =,S TO ITS APPLICATION AND INTENT x 39 APPLIED TO THIS OR ANY SIMILAR ISSUE. TRIJSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSI•H;P QUALITY. 1 -PLY OR MORE GIRDER B B 13 `�,• C A nv 1 C 13 C RAFTER C QP 0 ME' CO 2 w No. C 45982 m CC Exp. 31 6 DATE: 9/26/2002 C/V%v REF: EJ -1 �.0F CAUF�� DES: L.M. I',r- RE 5 P 0: R EF E R 7 WE"HID F i!AROVE. i 1PREVE:- F TF OS: 'T..ERV Is EP' P' I SI 4E _3 14, GENERAL GABLE ID­_*_,1A1LS FOF,.',IVIND LOAD B_ Max. 12" eave unless noted on drawing. Pitc;-. :-er design Gable End Truss + Brace Intervai as specified on the approved ensnineering drawing or standard IlAtAil n, nhn.' [Typical 2x— stron rr example only. actual truss design for required plate sizes and orr-:;'i!tion. ­;oicrally li:we diagonal and vertical members other that those shown i.. -1 e. i is bead: -g P xcept as maybe noted on individual ,,,esign dra-,ving -)—,, - L Z.—C _E VIEW C', �_':..AR GABLE END TRUSS REQUIREMENTS ESIGN OND CONNECTION REQUIREMENTS ARE TH`: BUILDING DESIGNER, PER THE LATEST VERSION 0'7 ANSI/TPI :iODEL D, U ::_D ING CODES. :-.:DICATE ANY APPROVED ENGINEERING DESIGN DRAWINGS WILL:: ,'-'AG, AND THE REQUIRED BRACE INTERVAL LENGTH A:% DESCRIEE".) 72IRVAL ON THE DRAWING IS BASED ONI THE LOADIN', AND WIND CHAT Dl:AW!NG ONLY, AND THAT BRACING IS REQUI,%-ED TO -7'.'UDS FRO%' BUCKLING DUE TO WIND PRESSURE AC': iiGONTHE J,,* Cz, -,?USS AND AXIAL STRESSES CAUSED BY THE INIDICATEDAPPLIED .,:)S ACCOU11,F1 FOR 12" EAVE MAX. UNLESS NOTED O':­1'iERWISE. -RIOR TO THE STRUCTURE AND THEREFORE IS NOT THE TRUSS, THE BRACIL' SPACING f-,'_-) APPLIED TO THE FACE OF � '..�EASED TO ONLY ACCOUNT FOR THE JD LIMIT OF 51 OR (i.e. FOR 2X_ LUMBER, THE MAX. BRACE INTERV". _ IS 6'-3"). THE Gi-.BLE TRUSS RESTS ON A CONT !NUOUS BEA FiING WALL ;�--TED ONTHEINDIVIDUAL APPROVED T, -.-',USS DESIGN. 1001), OSS, 'NOOD BOARD SIDING, HARDBOARD SIo1--;-,jG,f WAFER 7"P BOARD OR OTHER MATERIAL MAY BE PLAC.- D ON ONE O ` GABLE EK;ri-. :..INE WITH THE CHORDS (SHEAR I DRAG LOADS) HAVrE NOT BEEN 14DICATED ON THE DRAWINGS, AND ARE THE RES P,,D,' -,IS IBILITY 0` <,=R ZAGF.";. TO TRANSFER THROUGH RESISTING DIAPHF (whaler) brace along back face gable, braced with 2-6 + or - 45 degree diagonal 2x (typ.) braced to roof isheathing as shown. DWG# C&C)2065035 Solid block between trusses tor nailing o'dl' 1'ona' bra attached !. sheathing and I truss r.,ach end. typ. Truss s7vcin, ps per designs. WALU BEPRiNG SUPPORT Indicates stLtd members that require braciml ' S,Dr r- -- VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREIVIEN- 15 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE . "REFERENCED STANDARD DRAWING TX01087001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. _2X NOTCHES CUT INTO TOP CHORDS rCHING FOR CUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. 0 S UGG ES SOLUTION l',.; THE APPLICATION • T N NDED 0 REPLACE r 8 PROVIDED TY S .0 V R E . r � � I I PROJECT; Oj C RELATION R E _F I L ISSUE. THIS DETAIL IS PROVIDED AS A SUGG SHOWN 0 INTENDED TO RFPLACE OR SUFfflCEDE ANY SIMILAR HOWN ONLY. IT IS NO DETAIL THAT MAY HAVE SEEN PROVIDEE 3'i THE BUILDING DESIGNER. ITIS H RESPONSIBILITY 0 0, T ';FY THE ADEQL1,11,0Y OF THIS DETAIL OTHERSTo VE7 RES NSIBILI THE RESPONSIBILITY OF 0 0 S _ C AS TO ITS A F PPUSATION AND INTENT IN RELATION TO ANY SPECIFIC PROJEC APPLIED To THIS A PLIED TO THIS OR Ai�.,'Y SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO 1UC0=e-T1f1Mr"P WnRKMANSHIP QUALITY. M CO 0 No. C45 2 rn Uj M is Exp. / 1106: Z ID4TE: 3120/20C 0 C A k. %FW R E F: GB -1 -�,:d i The TrusPlusiA4 engineering; software will correctly design the location regUlr%!llelils for pvLiiiallcfil COriiiliiiGuS iuici'ui UruUii'!yO- -u) i 111clii'N:t:7 wh!cl, it !s require=j. Jko ren.duce bi!c1dirirg length. Se al d erig!neer!ng dre:vAngs P-orn Truswal will show the required number and approximate locations -oil-braces for each member needing bracing. In general, this bracing is done by using Truswal' Systems Brace-ItT" or a 1x or 2x member .(attached to the top or bottom edge of the 'member), running perpendicular to the trusses and adequately designed, connected with a minimum of (2)10d box nails, and braced to the building per the building designer (See ANSI/TPI current version). The foilowing are other options'(when CL.g bracing isnot possible or desirable) that will also satisfy bracing needs for individual-mernbers (not building system bracing): 1. A U4 or 2;:4 structurally graded "T" brace may be nailed flat to the edge of the member (up to 2.x6 web memhers only) with 10d common Oi box nalis a' ii ` o.c: if Oflly Grit: I�I`«Cc IS f'.>`i�Ufr°aa lJl i"tl�'sy be rl�ill.i:i t� both edges of the member if two, braces are required. The "T" brace must extend a minimum of' 90% ;of the. member's length. For 2x£3 and aer t,a ^! '-ire, b C. 2. A'scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6, scabs 'are. required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90%. of the members length. 3. Any member requiring more than, two braces must use perpenalcular bracing or a combination of, scabs and °T" braces,, or any other approved method, as specified and approved by the building designer. ,1. EXAMPLES 2. 900/70 Ple.bse contact a I ruswal el g'ineer if there"ar`✓ ainy :.uestio c:\msaffice\wi mvordlb ra c e• new.l et STAMDARD PRESSURE BLOCKING -..DETl;'-`,!"- END VIEW SIDE VIE�'q' 1 OR MORE PLY HIP END JACKS nipni:RTRI I.e� END OF PRESSURE BLOCK kr A ------------ Plr-.�.-'--�,SURE BLOCK EVERY OTHER SPACING JACK BOTTOM CHORD BOTTOM CHORD OF HIP GIRDER USE (6) 10d BOX NAILS PER BLOCK AS SHOWN, TW: -)-(--!AILS 'PLACED AT 4" FROM EACH END OF BLOCK, AND TVJ iNlAILS E NLY SPACED IN THE CENTER OF THE BLOC',;e- I.VEI .;UP- 'ORT REACTIOW, LESS. PER JACO ':'-RUSS 2XI'll 1. BOX NAILS TO BLOCK) 2X6 (3 BOX , ,ilS TO BLOC 1.25 1 1.15 1.25 1.00 32* 152 152 198 228. 248 USE (2) 10d BOX NAILS THROUGH BOTTOM, 140 168 1F:3 210 RE 1- 129 X �!,EE 105 121 131 158 1 BLOCK FOR 2X4, USE (3) 10d BOX NAILS FOR 1 CHORD OF END JACK INTO END OF PRESSU LUMBER. SEE TABLE AT LEFT. 90 104 113 135 169 J-REA( TIONS ARE EITHER UPWARD OR DC 7 THIS DETAIL IS PROVIDED AS A SUGGES. .. 7�; SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT I.NTENDED TO REE -LACE OR SUF;-.:-,.CEDE ANY SIMILAR DETAIL THAT MAY HAVE SEEN PROVIDED SY THE BUILDING DESIGNER. IT IS X7, -.p I - Y THE ADEQUACY OF THIS DETAIL THE RESPONSIBILITY OF OTHERS TO VER9 Ail iI,'; TO ITS APP:.�'.:ATION AND INTENT IN RELATION TO ANY SPECIFIC PROJECT. APPLIED TO THIS OR ANY SIMILAR ISSUE. t..!USW.AL SYS':! - MS ASSUMES NO IRESPONSIBILITY FOR FIELD INSPECTION 0.". lh'ORKMANSNi? QUALITY. �Q��J v.MESS,9`\ co o. C 5982 m Lu m cc xp. 12 6 z C/V\\-- OF C \-r\j .TG: 8/31/2000 PBLK-1 am ff Lj LE, L ATE (2) lld- NAILS B (,\I.i i. �IG ISI - V TRUSS-PLATZ-OR (2) 16d NAILS (2) '.6d -NAILS END -NAILED TUE-NAILED JACK OPTION 1 A DUTCH HIP GIRDER B 2.., NAILER (BY OTHERS) C END JACIKS H Hill' RAFTER I I , R BLOCK-1RG FOP. DIAC-Cill"AL EP -ACE X = DT.-%GONAL BL,%CZ (2) ';6d NPiLS C' R 'rauss PLATE OR (2) 16d NAILS (9) 16d NAILS' END -NAILED TOE -NAILED I JACK OPTION 2 S10 DIAGONAL BRACES 'T' ARE REQUIRED AT CENTERLINE AND AT 10'-0" O.C. FROM CENTERLINE. BLOCKING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)!6d. NAILS, END NAILED INTO TRUSS TOP CHORD. - LOCATE BLOCKING AT TOP OFF DIAGONAL BRACE AND IN BETWEEN NEXT TRUSSES EACH DIRECTION. (3 BLOCKS TOTAL). BLOCK MAY BE 0 OFFSET FROM RIDGE, OR A DOUBLE BLOCK MAY BE USED TO PROVIDE A FLUSH FIT WITH O. C 5982x M m DIAGONAL BRACE. Exp. 12/ (/06 DUTCH HIP GIRDER, JACKS, AND HIP RAFTER REQUIRE SPECIFIC DESIGN CONSIDERATION, OR OTHER DETAILS NOT SHOWN. PS? T 'p :1AIT.LING IS "ASED ON AN 8: -0" 1-tVIM.U'll SZTB.-%.CK M11D 50 .-1 'ro- , A , 1, LOAD, AND Is GOOD 700, A.NY SP. -%N, AN" PITCP— AND fli.!1-13'zi� SIZE. AND GRADE. CONNECTTONS FOR WIND A -ND SIESMIC ;,0--S 014 THE BUILDING MUST BE DONE BY THE "lljILDING DESIGNER. �Crc A.\ FILE NO. DUTCH HIPSET DETAILS A bw mbb.. DATE: 1991 REF.: DES. BY: L. CK. BY: . — I . -- ­­ SYS77NM FRAMING DE,rAli.S FOR CONVEN7IONAL1.,Y FRAMED VALLEY For shorter • -'!1_Y t!lit, c::!minete 1w,ger FILL y tnember,s ntt,1 ; rshcr.11ve (l) Valley rafte[a not to exceed AL-0" cies,, open -.• '• (2) 1401ing per UDC except an noted below 11 r'i'A1L: (A) 2x4 post to 1/2 Valley-width purlln 1 5 .__�� _. __ ;:-�_—�:.--r•-----;'-ter A . ..— - ( ) 2 t ! bearing. Cable Fnd or G lr or true ...%• R 4 o rin s L 12 (C) 1x4 poet to trues share alwnn 2-_� I (D) 2x9-post to 224x4'-0" purlln . �= 't I ^ L L.1 l i I � — ` '=.•rrZ _,Heol. -•e /';.h G _"—T3 Z: .. QAOF E ii I 1 j I ; rq u i i/il C7 O. C Exp. co t OFC -nuylde solid block betweer. 'nniteea to t+port ridge U necessary. ___.._ ... _ _ .... H ^-^ rrwa.aM,nW6+>7G7Me n a-� • .t r,a-. ::nuven'!oht t a'raming^t:4.,.n, n coon.emer..Hp.+y ,:taro ar,•., o. Dir _jt; Ck.13 x.. ML Crt« -i�O C1.1ORD OF TRUSS TO BE SHEETED - OR LATERALLY BRACED PER TRUSS DESIGN l'rdl`►[ iZ VALLEY FRAMING Q3Y OTHERS). '8x4 Vallay rafters with 3-16d i 2>:c NO, r.�ieID-Fir .. Item -Fir ridge supported a; ,hgxa ' -i� D (similar) I I S ., • O POF Ess/ „I ::; uniur it slinLL 1sr.: Q �� 'TYPICAL U1:'1'nILS FOR .911011I niJlllCA'!'I:!+ nLia:�'s cjJ o Ca e2 r m TOP CHORD OF TRUSS TO SE SHEETED OR 5:; Exp 2/31/ LATERALLY BRACED PER TRUSS DESIGN v,�: r.: i_Y scllr:n.. UNDER VALLEY FRAMING SY OTHERS. -•- . a' 1 tt c.. T7T CIVIL --d C - 0'-1 I to 1.2':r r hQFCA\-�F Stn I. T uss s 1) - i2'-1" to IG'-;" 2' 0" I.c. 1 U1 I t C 4'-1" In tEl' IIF.EL .NOT REQUIRED TO, E14D OVE.7 TRUSS. / � � li :d. 5. T- 3 4 L -ML -1 oat = 37 oI — ' "1'-31 — -- I I I I 1 k " a Bearing Partition, lJcm,- or Cil dcr , r 1� h - • -- -- cu --•– s dote: 151,.incrc r;c in rus.y �lloat:ie unit stresses -- — 1' ;I used -or short d nation, — tG'-l1 loadf Gnblclind Truss , PLAN t - 2:0 - 1. Gs3, T-31 1 i" 4 Vnllcy Mcnlbe -� Cul to n:ai•::• i! _.I. Gra. 7' 2ii'o.c. hIrt..I r, elope r . of1:ui ry 2X3 -MIN ,n _� ,• .:.<.. r-31 Tl- 1. GXJ.'i•-31 r_ -_� - li 1.1otlonl Clwrd Ifr V,nllcy, Tru:: 1 oasYsr�Ivts�f �a ' ;r 3U'•0' �.7 ... '------. _........._-=--••------ --- Top chord nr<rrl,Hx . 1 . Ate, •I c •;. }•.�, • IRVSwAI CO1aNICiOPf 1 P -f.'1•+•< d p•ry p+••�' •M • 0/ " 9/•'•naM .n.N ,:..1 •ro .,• 01,•.•p.NeO /. bw�•. dOlif p01CAiC L2C O/ KAI! IN IMCrI[f. f N7 ` ` _ • • ,• , _:1 I vnlale .l .lo".7f'•Ol lldrlr.nlry IUYeIR: SrW Wdw••vn�p.Mr{1('eC,r1I/M.010aad/1/r .3 t: S 2 C: . 1?-3�)D�nl RI)'-�I,rol.iwern••'-t�ei,�nn.I9+I..,�••II^e:.•,1„m..•r••Nol.o R.")1 -1-1•d DI pN.'A11011" r•,wn,. 10. fY• t;t, I -1n •.•C �eOM•+•,wN rl qf". if"at.Ild•1 ✓•+1I�v. t. MOIWI.11 r�w•Hwn/rw•VIiIAIA1 :tom (:lt };� • 1nLrI/1• P•.•c.�w er n.�.'rvn •1 :war n.fcoo co,...Ii:, ,m o.•q n..a a• d ,.ra. rrd ndo w..n•0 ns„If•'0'rtt/m 11 qt uM Y/r0 N omwt ar t0 qt .._ cE: . ._. ..__.•_. ... ..ply' I)14 • _ -.. ._..... ..�—.'irolmow,w0:1n.,.n.rwna�,.eM�7n1.a•.d...a•bv.a:..1�u••...�,. eo.a.,. �mptin,..�..,�rum-...e Ir>w.<a.o,.•.w..rn ltlO A., 1601. — oasYsr�Ivts�f �a ' l I _ LINE VVIT H THE I %' k1EEN CONSIDERED. :'HEIR REQUIRED i'NE RESPONSIBILITY r= _. ..,: !NG 0,1V T _!E DESIGN 1S Ib='ORE PECII'!ES / -'HALL CO`nROL. PANEL TDI' - BOTTOM Ft: � I! CAP T'RUS's I 12 SECTION: BOTTOM CHORD OF CAP TRUSS 2X4 BRACE---,—\,, 2-16d NA 3-16d TOE NAILE-0 (2 FROM ONE FACZ). TOP CHORD OF BOTTOM TRUSS fTOM CHORD OF CAP TRUSS a _ � 1 PIGGY -BACK CONNECTIOS,(VERTIG'L LO>bv ONLY) TC -P CHORD OF WIND SPEED < IOOMPF. USE 4X2 PURL .6 (S.G.> 1 @ BOTTOM TRUSS O.?,OFES ' 24"O.C.(MAX .),-ATTACHED W/TMO(2) I:c NAELS 4LON( 'LAT � � �- - l'OP. CHORD SECTION OF MAIN TRUSS t � "+-CII CAP 8077 i f CHORD � • �,�, I'll EACH PURLIN WITH 3-16d TOE NAILS', TWO NAILS E TL•1 � �• ES A% ONE FACE. FOR WIND SPEEDS >100 LASH• ;-..T'iACII PURL..._ @ TOE -NAIL ROfTOM CHORD OF THE �Q� 16"0.C.(MAX.) PIGGY BACK (CAP TRUSS) TO EACH LATERAL BRA=E'WITH 3-16d CID \ Z NOTE: THE PIGGY RAC:: 301-I'OM TRUSS t+_SIGN -MUST BE DESIGNED (2 FROM ONE FACE) ' W J No C 598 �,, m MA WITH A XIMUI-t PLIRI.3F! SPACING. AS FOLLD4JS: WINO SPEEDS LESS TH:,N 100 MPH = PURLINS Ld 24"O.C:. (MAX'.) CC ARE REQUIRED. EX iZ O6 WIND SPEEDS MORE THAN 100 MPH = Pif>':.'aIS @ 16"0.( (MAX.) ARE REQUIRED. C I Y OF'CAI.I REFER" 71' THE AM-70PRIATE a RUSWAL DL=SIG,':' ? 71< YHE REQUIRED WEB CONFIG. IPd 30T..'_ -THE SLOP,MG AND FUIT SECTION i OF THE., -1 TRUSS, ;! ND CAP TRUSS Read all I- tes on this slre :''Ircl gide a u.=py u1lt to She Ereciiirci Cn»tracfar. cooE(s1 SPACING _D:,7E I This �;vsign'a for en hldrwiduat bu�d'vig componvrd not bu:s cyslem.11 has Doan Ws,:.; :::. spuciivations pmvic'cl'ry the campwlaN mswfacaaalUBC - 24" O.C. ': -1 7-2003 i �, imC;.':+ra in aeeordaneo wi0r the eumnlwnions of TPlece'AFPAdosIq s!w+dads.>..•: tponsibBiry is assur:rec tw dmlonsbnot eeeum_y. -lecI IRC to be wdfied by tho component malmtaclurar erldlor balding de119n1 :1.. lu tabdcatian. Tho !._�i :� das19-1 must ascod do had code I the lair: atilt don Ws design meet or -..d the laadinr, i. -+posed by Iha local bO,!:: and th. p.,U-!i.: -;.plice9on. The dosip risme. e �01a1 he top chord is laterally bncad by tln roe(oriloor sbez_hing end tlm bcabm che:L::':�en9ybrccad byarisia sheWlmg matodat daecuy • darl+oc, unless alhorvdee -led. OncIng ehoam h for lalm : suPPod of componom: r.�; r.�Son only to ,educ, b,-A5ng langh. TNs camponerd It— , -god 19:4 and/or cenrochu Dlde cane she". vol be placed In wryomtonmant hal 11 cmne 9v r..vishno cordanl of ho r 1::o r.u: ,. YFS VT d - {feb:icmo,hm+,le, blam9 end Omce eats buss br aeemdaneneih'JOINT DETAILS'bl`;:;—L'AfISIRFI, 1'•Wl'(AV-WDal Tnne Coumd - ' toflnorcn Sbrld"oa%ign Ro:ponsbL%as• 1MDL0:G 11-ISTALLWOa40 RRAC;-:: METAL PLATE. COIdn'.CTED WOOD TRUSSES J1015529 -n`t `, f_`,'' ;: q�' �`•-(HI9.91J wd 190.91 Sl1MANR, SHEET' by TPI. The Tr.:s plate IrlelibWla (TPI) If L -:::.:ad w D•Onoiria Drive• Wlaeon:in 53719. .. , -F6 . 3.5 ' The A—fleen Forest end Papor As:odaSw (AFPA)h Iaca:ad J 1111 19:h sooal v;_, !o 000. Wnshirgtar.. C': 200.9. �..r.- DETAIL ?,o ESS Q�aQ Mi Nq�F (2) 5d TOENAIL -- — PIGGY;h,I< ^ 2i ------ co T Lu -7C N .C4 l m CG E P --- - q FD `✓OQ� C 1'. 2X4 ,; F CA'- ~---�' `.;IJI'I'OR TRUSS —�/ `— 3 1 /2" X8"X1 j 2" PLYWOD GUSSE AT EACH END OF TRUSS. (AND 6:'-0"- O.C.FOR .SPANS 36' AND i LARGER) ATTACH WITH (4) 1,5" l? 0. C. Tl'P " LONG 8d NAILS. USE 2X9 AS AN ALTERNATE WITH 4) 16d EACH,D . : Y Usr� "x 6 0 • �l,s- . _ . I` is �l j•. ��-3 \_�f ��`-� C �>-s) - - - r / 2X': CD�NTINUOUS SUPPORT BRACING. ATi-ACH TO TH - TOP SIDE OF TOP CHORD OF. REOIL' -IEi�J TRUSS SUPPOR �I� MG PIGGYc:.1C1<S WITH (2) 10d .:' ':.CE 1'di NAILS VER' 5'-0" :' BRA' ETC. zALTERNATE SHO U'_OER DETAIL PB DO N( OVER.' -SF -US _u£ -LC -IF CF PC _u: UE W -IF TF TF ' A 0- F i Fi . .V CH RE LC EX SIF DE (M AL SE M.` BL ;NDARc, t OTTOM CHORD FALSE FRAME_.. r -TAIL S �PARTITION WALL SU PPORT(1 YP.I SHOP APPLIED r'c : °ati :)ESIGN ISS:iPARATE FROM THIS DETAIL (1450F FOR MSR) MATERIAL FOR FALSE FRAME CF%..•=?DS STUD (SQOF FOR MSR) MATERIAL FOR FALSE FRAP;i•= WEBS 7:,- AT 6'-0" C.C. MAX., OR SEE NEXT OPTION. ,HORD !S THE SAME SIZE AND GRADE AS THE STRU4;TURAL AI.AY BE LOCATED WITHIN + OR - 12" OF THE: FANEL I .''sEBOTTOM CHORD (EVEN IF GREATE= THAN o-0" C.__ _ �;;:: 20•GUA :,E 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. I GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH Vi":;,FICAL ARE R -QUIRED ON BOTH FACES OF EACH JOINT. FALSE FRAIME BOTTOM CHORD MAY G_ SPLICED W ':; A. `.GE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION. A ",GE 5-5 MIN. PLATE AT ANY VERTICAL lJOINT SPLICE, BRACING (SEE BELOW). SHELF MAY BE USED (SEE PICTURE P.30VE) UP TO MAX. IC: .;AY BE SIMILARLY APPLIED TO FLAT BOTTOM CI IORC: '-BUSSES i Ch(2^D SECTIONS OF A TRUSS) ;11• ; ':�G IS N0,R(-..4 REQUIRED ON THE STRUCTURAL B.'",''; TOM Cii� f":!GINAL TRUSS. SINCE MANY FACTORS AFFECT THE'•:UMBER OF: .' r•S, SUCH AS LUMBER SIZE AND GRAD. WIND LOADS. FARING ); ' • ' ' '..`T IS NOT POSSIBLE TO DEVELOP A STANDARD FOR `::ACING, dAT IN UO CASE MAY THE BRACING EXCEED 1U'-0" C.C.. FOR A ;5 BOTTOM CHORD. REFER TO SPECIFIC TRUSS DEEf?,NS TO '_!EQUIRED iS1'.ACING FOR THE STRUCTURAL BOTTOrV CHORD. ;'-D AS 230T70M CHORD PURLIN SPACir G). BRACING HOULD r ' TO THE FI':LSE FRAME CHORD AT 10'-T' O.C. IF THE IS NO DIRECTLY TO THE FALSE FRAME CHC--' ). BRACiddC:; -,'HEIR CONNECTIONS ARE THE SOLE FESPONSIBILITY i)F THE ­,'f�R PER Tl -!r- LATEST VERSION OF ANSI TPI. _. `— THIS DETAIL IS PRO,;IDED AS A SUGGi :TED SOLUTI(: i THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FC)-. 24" O.C. MAX. 'SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE cXCEPTIONS DO NOT USE THIS DETAIL FOR: _ 1. S T RUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. S. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. 5. :SOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS CET. AIL. 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6'-0"). S. FALSE FRAMES ON CANTILEVER SECTIONS OF A TR! -'SS. FIELD APPLIED - SPECIFIC TRUS:3 DESIGN IS SEPARATE FROM THIS DETAIL - USE #2 OR BET -ER (145OF FOR MSR) MATERIAL FOR FALSE FRAM - CHORDS - USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6'-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12" OF -HE PANEL POINTS ALONG: THE BOTTOM CHORD (EVEN IF GREATER THAN 6'-0- O.C.). - PLACE FALSE FRAME.CHORD IN -PLANE WITH THE TRUSS. - CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE =P.LSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REO. -JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH ()13d OR 16d NA'LS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK) - MAY USE A 12'• LONG 7/16" PLYWOOD (OR OSB) GUSSET AND 8d N,;!LS 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. - IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICEL`:�`1?THA 17' LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATT:''.0-.'7D WITH (4)10d OR 16d N.41LS ON EACH SIDE OF THE SPLICE JOINT (ONE F ACE- ONLY). APPLY REQUiPED BRACING (SEE BELOW LEFT). - OPTIONAL PL; INT SHELF MAYBE USED (SEE PICTURE ABOVE) UP TO 24" MAX. B - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES n NOTE: FALSE FRAME MEMBERS MAY BE GUI AND I-ItLU nnuur+ — ­-- WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUP P R= (TIONS. BRACING REQUIRE` ENTS MAY r.L4AK]r.F RASED ON TH 1p1F TIONS AFTER MODIFI. rA ION. ' TO THE APPLIGA 1 wN y w J No. 459 �' m _ snM cr_ Ex 2/ /06 REF: FF -1 ds, >•_ C l V `` _o� DES. LA " SHO'JVN ONLY. IT IS NOT INTENDED T`? ZEFLACE OR SUPERCEDE ANY SIMILAR `l DETAIL THAT MAY HAVE BEEN PROVI�:;=i.1 BY THE EUi•..71NG DESIGNER. IT IS ® ; -� r'�b THE RESPONSIBILITY OF OTHERS TO _. �.RIFY THE ADE.;UACY OF THIS DETAIL TO ANY SPECIFIC PROJI::Cf, AS TO ITS APPLICATION AND INTENT trlr , ! IN RELATION TRUS>,'VAL S:'STEMS ASSUMES NO ttn �9��" APPLIED TO THIS OP. ANY SIMILAR IS -`>_:f:. acsvoNSIBILITY FOr•, FIELD INSPECT'.^.d OR WORMW ISHIP QUALITY. y w J No. 459 �' m _ snM cr_ Ex 2/ /06 REF: FF -1 ds, >•_ C l V `` _o� DES. LA