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04-6438 (SFD) Truss CalcsRUSSWORKS A Company You Can 75-110 ST. CHARLES PLACE SUITE 11A PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760*�41-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 Truss! CITY OF IA QUINTA BUILDING & SAFETY DEPT. APPROVED- Wx ��-:= JOB No.: NAME: /cyl«CJI:->ep-� PROJECT: - V-14 41 � L & -kc'se-Au re " 1/ NATIONAL INSPECTION ASSOCJATJON, TG. ,- .NIA ....... E Quality Systems Management. Inc. sNational Testing, Inc. Origination Dote: 97-200.3--: Revision No. C k Accredited Quality Assurance / Control agency Y.4S Aga -583 AF "r3 Metal Plate Connected Wood Truss Alon Listed Fabricators Audit Report Number: A 1385 Audit Date/Arrive/Depart: _ S QL 3 Fabricator's Name: Location:4/1 . Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes 1G No Is the Quality System Manual, "QSM" up to data per AC- 1d & AC -98? ....................................... Yes No Has the QSM been reviewed within a twelve month period? ............................ ........... _.............. Yep No Are materials used in Production per National Standards & Engineers Specifications?. ............. Yes No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes No Are In -House Quality Control Inspections being conducted per National Standards?.., ............... Yes _J:�— No Is Final Inspection of the Trusses completed prior to Labeling & Shipmentf' ..............................I Yes v No Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes No Are written Q.C. Inspection Reports and Agency Audits kept for at leasi two years?.._ .............. Yes No Have any Corrective Action Requests, "CAR", been issued during this Audit" .................. I......... Yes No Product Clieck CATEGORY CONFORMIN NON -CONFORM. REMARKS Lumber Grade f _ Joint Accuracy is within 11W' ge4 `Y _e) Plate Placement _ Any Shut Downs or Disruptions In Production l /.NSI / TPI 20-02 _ _ Plate Size _ +_ (� I x Es s7 p 1667 Plate to Ulood Tolerance is within V32" Label Legibility - Labels on Site •Stamps LabetE ' A CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production. Process y- _ Fer AC -e8 Any Test Performed or Witnessed I r. Fer AC -98 Is There Product Tractability! ��- 1 FarA _96 _ Any "CAP." Reports From Last Audit j —�— y-- I Fel AC -98_ _ _ Any Shut Downs or Disruptions In Production l _- _ �! Per AC -98 _ Any samples Taken Any Test / Measuring Equipment That Requlres Callbratlon i r er AC -98 `�� Per AC -96 ~� Does the Final Product meet USC / ISC and National Standards? Required Signatures. �k �_ - / Fabricator U0. Supervisor Auoltor for National Inspection! Association TO. Box 3426 E-A fail: rVlAgilletie c ven.corrl (307j G85-6331 O&e Gillette, H3oining 82 71 7-342 6 Celluiar Phone: (307) 689-5977 (307) 685-6331 Fax Page One of nvo 26'- 4" i Z -r-l- _ _ ... .... :.N•::.: ::: ::::::::::::::::: D - ............ ............. ................... ............:..:............:::............ . Z N \D'nI 1 V' --� D Q Z � \ O - N � M / .G) 03 AMA G _ N t � N � / / - - L1 f` / y Cpl 12'- 8" i 18'- 0"-A. -- -- i V t7 lat .;, CN m 7Q 14 a t: tir' R.F STRUCTURAL CONSULTAWS, INC. &REVIEWED Cl REVISE AND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comr- -ms :rade on the shop draw- ings daring this reviev., do not relieve contractor from compliance wit$ the regairernw.rts of the drawings and specifications. This check is oaly for review of general confoim.ance with t' -c desig.•t concept of the. project acd general compliance wAh the infixmntion given in the contract downwe^ts. The contractor is responsible for confirming and correlating all quan- tities and dimensions; selecting fabrication processes and techniques of construction; coordinating his. work with that of all other trades; and performing his work in a sae satisfactory / manner. By ,K,.. • ._... Date 1�4 Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: Al Qty: 2 Drw : : RG X -LOC REACT SIZE REQ•D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based On Chord bracing applied -0.15" D= 1 0- 1-12 2358 3.50•• 1.69•• BC 2x4 SPP 1650P -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 22-10- 4 1958 3.50" 1.50•• WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to A Company You Can Trussl RG REQUIREMENTS shown are based ONLY . . . . . . . . . . . . . . . . . . . a . . PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 15- 0- 0 T n the truss material at each bearing Nail pattern shown is for PLF loads only. Drainage must be provided to avoid ponding. UPLIFT REACTIONS) 5 15- 5- 4 11 23- Concentrated loads MUST be distributed to Permanent bracing is required (by others) to Support 1 -465 lb 18- 7- 2 TC FORCE AXL BND CSI each ply equally. On multi -ply with hangers, prevent rotation/toppling. See SCSI 1-03 Support 2 -386 lb Seqn T6.4.22 - 0 1-2 -4805 0.05 0.12 0.17 use 3" nails min. into the carrying member. and ANSI/TPI 1. This truss is designed using the 2-3 -4681 0.04 0.14 0.19 For more than 2 ply, use additional fasten- Continuous lateral bracing attached to flat CBC -01 Code. 3-4 -4537 0.05 0.31 0.36 ers as indicated from the back plys, or use TC as indicated. Lumber must be structural Bldg Enclosed = Yes, Importance Factor - 1.00 4-5 -4546 0.05 0.31 0.36 any other approved detail (by others). grade. Brace O 24" o.c. unless noted. Truss Location = End Zone 5-6 -4678 0.04 0.14 0.19 . . . . a . . . . . . . r . . . . . . . r . 2-PLYI Nail w/lOd BOX, staggered (per NDS) Hurricane/Ocean Line = No , Exp Category C 6-7 -4804 0.05 0.12 0.17 in: TC- 2 BC- 2 WBBS- 2 PER FOOTI•* Bldg Length = 40.00 ft, Bldg width - 20.00 ft Mean roof height - 11.49 ft, mph 80 BC FORCE AXL END CSI CSC Special Occupancy, Dead Load = 12.6 psf 8-9 4514 0.29 0.30 0.59 ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 5256 0.32 0.30 0.62 Dir L.Plf L.Loc R.Plf R.Loc LL/T 0-11 4513 0.28 0.30 0.59 TC Vert 80.00 - 1- 0- 0 80.00 O- O- 0 0.1 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 WEB FORCE C6d WEB FORCE CSI TC Vert 145.62 8- 0- 0 145.62 15- 0- 0 0.5 2-9 115 0.02 d -i0 -625 0.04 TO V- 6 G0.00 1G 0 0 60.49 22 O O O,E 3-9 835 0.14 5-10 837 0.14 TC Vert 80.00 23- 0- 0 80.00 24- 0- 0 0.1 4-9 -833 0.09 6-10 115 0.02 BC Vert 48.54 0- 0- 0 48.54 23- 0- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 400.0 0- 1- 8 0.40 TC Vert 0.0 0- 1-12 1.00 TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 15- 0- 0 1.00 TC Vert 154.0 15- 0- 0 0.00 TC Vert 0.0 22-10- 4 1.00 4-44-4-14 3-1-14� 3-1� 3-1� 3-114 4-4-14 4-4-14 7-6-12 11-6-0 15-5-4 18-7-2 23-" 2-PLYS 1 2 3 4 5 6 7 REQUIRED4� 330# 7-0 -400 1-0-0 1-0-01 23-" 8 9 10 11 7-0� 77-1� 7-67 612 7-6-12 15-5-4 23-0-0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H•• for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1• MAX DEFLECTION (span) : WO: J5093 L/999 IN MSM 9-10 (LIVE) Chk' DL L= -0.15" D= -0.22'• T= - Joint Locations 1 0- 0- 0 7 23- 0- 0 A Company You Can Trussl 2 4- 4-14 8 0- 0- 0 T 3 4 7- 6-12 11- 6- 0 9 7- 10 15- 6-12 5- 4 BC Live 0.00 psf 5 15- 5- 4 11 23- 0- 0 Design Spec CBC -01 6 18- 7- 2 3-3-9 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 SHIP a ()-3-15 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H•• for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1• WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is farm individual building component not truss system..lt has been based on specifications provided by the component manufacturer Chk' DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFecs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A 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 14.00 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% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 + and brace this truss in accordance with the following standards: and Cutting Derail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'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 40.00 psf Seqn T6.4.22 - 0 36" lJob Name: MR.&MRS. BRENT GIL.HOUSEN Truss ID: A2 Qty: 1 Drwa: RG X -LOC REACT SIZEREQ'D 1 0- 1-12 1000 3.50"1.50•' 2 22-10- 4 1000 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL HND CSI 1-2 -2229 0.05 0.13 0.17 2-3 -1991 0.03 0.07 0.10 3-4 -1914 0.05 0.16 0.21 4-5 -1917 0.05 0.16 0.21 5-6 -1989 0.03 0.07 0.10 6-7 -2229 0.05 0.13 0.17 BC FORCE AXL END CSI 8-9 2081 0.26 0.22 0.47 9-10 2158 0.26 0.22 0.48 0-11 2081 0.26 0.22 0.48 WEB FORCE CSI WEB FORCE CSI 7.0 .77e n n7 a -in --7n n 12 3-9 400 0.14 5-10 400 0.14 4-9 -283 0.14 6-10 -236 0.07 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5H BC 2x4 SPP 1650F-1.SE NEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BOLL. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yee, Importance Factor - 1.00 Trues Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 11.83 ft, mph80 CBC Special Occupancy, Dead Load = =12.6 psf 4-4-14 3-1-14 3-1_ 1-4 3-11-4 3-1-14 i 4-4-14 i 4-0-14 7.6-12 11-6-0 15-5-4 18-7-2 23-" 9-11-11 9-11-11 1 2 3 --- 4 5 6 7 400 7.0.0 ; -4.00 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7- 0-15 15- 0- 0 UPLIFT REACTION(S) : Support 1 -205 lb Support 2 -205 lb Cco D .. 1rK 23-0-0 11-0� LjLj s a s 7-10-8 10 7-6-12 7-6-12 15-5-4 23.0-0 MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.12" D= -0.18" T= - .31" Joint Locations 1 0- 0- 0 7 23- 0- 0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 4 11- 6- 0 10 15- 5- 4 5 15- 5- 4 11 23- 0- 0 6 18- 7- 2 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' DL TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads this design DSgnr: JOLO TC Live 16.00 psf DUfFaCS L=1.25 P=1.25 A Company You Can Trussl utiliud on meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 ser CA. 2 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 BC Live 0.00 psf O.C.Spaeing 2- 0.0 Phone ( 2 11,'WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE BC Dead 10.00 psf Design Spec CBC -01 / Fax # (760) 341-2293 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. TOTAL 40.00 psf Seqn T6.4.22 - 0 Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: A3 Qty: 2 Drw : RG X -LAC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 2 UPLIFT REACTION(S) 1 0- 1-12 1000 3.50" 1.501' BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -205 lb 2 22-10- 4 1000 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. 15- 0-12 Support 2 -205 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the In the truss material at each bearing CBC -01 Code. Bldg Enclosed Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI Trues Location = End Zone 1-2 -2149 0.05 0.24 0.29 Hurricane/Ocean Line = No , Exp Category = C 2-3 -1895 0.03 0.25 0.28 Bldg Length = 40.00 ft, Bldg Width 20.00 ft 3-4 -1895 0.03 0.25 0.29 Mean roof height - 12.08 ft, mph80 =12.6 4-5 -2149 0.05 0.24 0.29 CBC Special Occupancy, Dead Load = psf Sc FORCE AXL BND CSI 6-7 1998 0.25 0.20 0.45 7-8 1334 0.16 0.20 0.37 8-9 1998 0.25 0.20 0.45 WEB FORCE CSI WEB FORCE CSI 2-7 -370 0.09 3-8 593 0.21 3-7 593 0.21 4-8 -370 0.09 6-1-141 5.4 5-0-2� 6-1-14� 6-1-14 11-0-0 16-10-2 23-M 11-6-0 11.6-0 1 2 3 4 5 4x00 -4.00 4-4 10,0; 23-0-0 1� 6 7 8 9� 7-11 4 7-1-8 7-11-4 7-11-4 15-0-12 23-" MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.09" D= -0.14" T= 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 1-14 7 7-11- 4 3 11- 6- 0 8 15- 0-12 4 16-10- 2 9 23- 0- 0 5 23- 0- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' ail notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ®WARNINGRead TR U S S WO R KS A Company You Can Truss I 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 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 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 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 190A and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA Y- 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. Chk' DL Dsgnr: JOLO TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 23" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: A4 Qty: 3 Drw : RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F-1.513 Plating Spec : ANSI/TPI - 1995 UPLIFT RRACTION(S) 1 0- 1-12 920 3.50"1.50 BC 2x4 SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -181 lb 2 22-10- 4 1000 3.50" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -205 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BOLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss SS designed using the n the truss material at each bearing - CBC -01 Code. 5-4-2 5-4-2 6-114 4 16-10- 2 9 23- 0- 0 6-1-14 Bldg Enclosed = Yea, Importance Factor = 1.00 TC FORCE AXL BND CSI � 11-6-0 1 11.6-0 Trusa Location - End Zone 1-2 -2149 0.05 0.24 0.29 t 3 4 5 Hurricane/Ocean Line = No , Exp Category = C 2-3 -1895 0.03 0.25 0.28 Bldg Length = 40.00 ft, Bldg width = 20.00 ft 3-4 -1895 0.03 0.25 0.28 Mean roof height = 12.08 ft, mph = 80 4-5 -2149 0.05 0.24 0.29 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL END CSI 6-7 1998 0.25 0.20 0.45 7-8 1334 0.16 0.20 0.37 8-9 1998 0.25 0.20 0.45 WEB FORCE CSI WEB FORCE CSI 2-7 -370 0.09 3-8 593 0.21 3-7 593 0.21 4-8 -370 0.09 c T 4-5-11 SHIP =0-3-15 COw 1 y 1+ 23-0-0 77-1� 7-1-8 i 7-11-4M 1 opP ��Q �`\� M' 7-11-4 15-0-12 23-0-0 P� v STATE OF 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 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 Tnrswal software', BC Live 0.00 psf O.C.Spating 2- 0- 0 Palm Desert, CA. 92211 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 CBC -01 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 40.00 psf Seqn T6.4.22 - 0 23" MAIC UEFLEUTIUN (epau) : L/999 IN MEM 7-8 (LIVE) L= -0.09" D= -0.14" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 1-14 7 7-11- 4 3 11- 6- 0 8 15- 0-12 6-16-114 5-4-2 5-4-2 6-114 4 16-10- 2 9 23- 0- 0 6-1-14 i 11-8-0 16-10-2 23-" 5 23- 0- 0 � 11-6-0 1 11.6-0 1 2 t 3 4 5 F-4.00 -400 4-4 T 4-5-11 SHIP =0-3-15 COw 1 y 1+ 23-0-0 77-1� 7-1-8 i 7-11-4M 1 opP ��Q �`\� M' 7-11-4 15-0-12 23-0-0 P� v STATE OF 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 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 Tnrswal software', BC Live 0.00 psf O.C.Spating 2- 0- 0 Palm Desert, CA. 92211 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 CBC -01 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 40.00 psf Seqn T6.4.22 - 0 23" lJob Name: MRAMRS. BRENT GILHOUSEN Truss ID: MA Qtv: 1 Drwa: IRG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 920 3.50" 1.50" BC 2x4 SPP 1650F-1.SE 2 22-10- 4 1000 3.50" 1.50" WEB 2x4 HF STUD IRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL M, the truss material at each bearing BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 TC FORCE AXL HND CSI 1-2 -214 90.05 0.24 0.29 2-3 -1895 0.03 0.25 0.28 3-4 -1895 0.03 0.25 0.28 4-5 -2149 0.05 0.24 0.29 BC FORCE AXL HND CSI 6-7 1998 0.25 0.20 0.45 7-8 1334 0.16 0.20 0.37 8-9 1998 0.25 0.20 0.45 WEB FORCE CSI WEB FORCE CSI 2-7 -370 0.09 3-8 593 0.21 3-7 593 0.21 4-8 -370 0.09 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 + + + + + + + + + + + + + + + + + + + + + + Designed for 1.0 R lbs drag load applied evenly along the top chord to the chord ® ea. bearing (unless noted), concurrently with dead + 0 $ live loads. D.F. - 1.33 Horiz. reaction = 1.0 R lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) : Support 1 -181 lb Support 2 -205 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.08 ft, mph80 CBC Special Occupancy, Dead Load = X12.6 psf 23" 6-1-14 5-4 5-4-2 6-1-14 6-1-14 11-6-0 16-10-2 23-" i 11-6-0 i 11-6-0 i 1 2 3 4 5 4.00 -400 4-4 Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 1-14 7 7-11- 4 3 il- 6- 0 8 15- 0-12 4 16-10- 2 9 23- 0- 0 5 23- 0- 0 environment that will cause the moisture content of the wood to exceed 191/6 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', ANSI1TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf y �Cv• (�� CIDW � G� h 23-0-0 7-11-4 7-1-8 7-11-4 77-1� 15� 23� STATE 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® T R U S S WO 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 must ascertain that the loads Chic: DL DS nr' JOLO g A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone se 341-2232 ( ) Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 191/6 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', ANSI1TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 Job Name: MR -&MRS. BRENT GILHOUSEN Truss ID: A5 Qty: 1 Drwg: I G X -IOC REACT SIZE REQ'D 1 0- 1-12 920 3.50"1.50" 2 22-10- 4 1000 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 -2229 0.05 0.13 0.17 2-3 -1991 0.03 0.07 0.10 3-4 -1914 0.05 0.16 0.21 4-5 -1917 0.05 0.16 0.21 5-6 -1989 0.03 0.07 0.10 6-7 -2229 0.05 0.13 0.17 BC FORCE AXL END CSI 8-9 2081 0.26 0.22 0.47 9-10 2158 0.26 0.22 0.48 0-11 2081 0.26 0.22 0.48 WER F.r1RCE CST. WEB FQRQE CSI 2-9 -234 0.07 4-10 -279 6.13 3-9 400 0.14 5-10 400 0.14 4-9 -283 0.14 6-10 -236 0.07 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F-1.58 BC 2x4 SPP 1650F-1.SE WEB 2x4 HF STUD Loaded for 10 PSP non -concurrent BCLL. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace ® 24" o.c. unless noted. T 3-7-13 4-4 =0-3-15 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yee, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 11.83 ft, mph 80 CBC Special Occupancy, Dead Load = 12.6 psf 4-4-14� 3-1-143-1� 3-1� 3-1� 4-414 4-4-14 7-0-12 11-6-0 15-5-4 18-7-2 23-" 9-11-11 9-11-11 1 2 3 4 5 6 7 400 7-" -400 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7- 0-15 15- 0- 0 UPLIFT REACTION(S) : Support 1 -181 lb Support 2 -205 lb 1-0-0 23-0-0 8 9 10 11 7-6-12 7-10-8 1 7.s� 7-6-12 15-5-4 23-" MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) Lr- -0.12" D= -0.18" T= Joint Locations 1 0- 0- 0 7 23- 0- 0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 4 11- 6- 0 10 15- 5- 4 5 15- 5- 4 it 23- 0- 0 6 18- 7- 2 W AaON V ,116\ OP O P STATE �F G 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WAIWIIVG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr• JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S WO R KS A Company YCTl p youanruss utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert CA. 92211 Desert, Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'taint and Cutting Derail Reports available G output from Truswal AND software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, BC Live 0.00 psf P BC Dead 10.00 psf p O.C.S acin 2-0-0 P 9 Design g Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 31" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: A6 Qty: 2 Drwg: I RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650P -1.5E 1 0- 1-12 1878 3.50" 1.50" BC 2x4 SPF 1650P-1.59 2 22-30- 4 1958 3.50" 1.50" WEB 2x4 HP STUD RG REQUIREMENTS shown are based ONLY + + + + + + + + + + + + + + + + + + + + + + n the truss material at each bearing Nail pattern shown is for PLP loads only. Concentrated loads MUST be distributed to TC FORCE AXL AND CSI each ply equally. On multi -ply with hangers, 1-2 -4805 0.05 0.12 0.17 use 3" nails min. into the carrying member. 2-3 -4681 0.04 0.14 0.19 For more than 2 ply, use additional fasten - 3 -4 -4537 0.05 0.31 0.36 ere as indicated from the back plys, or use 4-5 -4546 0.05 0.31 0.36 any other approved detail (by others). 5-6 -4679 0.04 0.14 0.19 + + + + + + + + + + + + + + + + + + + + + + 6-7 -4804 0.05 0.12 0.17 �BC FORCE AXL AND CSI 8-9 4514 0.29 0.30 0.59 9-10 5257 0.32 0.30 0.62 0-11 4513 0.28 0.30 0.59 "aiu rolken oot 1101217917191299-i2-9 115 0.02 4-10 -823 0.09 3-9 835 0.14 5-10 837 0.14 4-9 -833 0.09 6-10 115 0.02 4-04 -14 3-13-1-14 4-4-14 7-6-12 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See 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/10d BOR, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 • PER FOOTI•• 33-11-44 33-11-4 3-13-1-14 4-4-14 11.6-0 15-5-4 18-7-2 23-0-0 EEE 7-11-11_ 7-11.11 2-PLYS r 1 2 "^ ^3 4 +c ^^ 5 6 7 REQUIRED 14.00 330# 7-0-0330# j -4.00 T 2-11-13 4-� M0_3-15 This design based on chord bracing applied per the following schedule: max o.c*from to TC 24.00" 7-11-11 15- 0- 0 UPLIFT REACTION(S) : Support 1 -370 lb Support 2 -386 lb This trues is designed using the CBC -01 Code. Bldg Enclosed - Yea, Importance Factor - 1. Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 Mean roof height = 11.49 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf ----------LOAD CASE #1 DESIGN LOADS ------- Dir L.Plf L.Loc R.Plf R. TC Vert 60.00 0- 0- 0 60.00 8- 0- TC Vert 145.62 8- 0- 0 145.62 15- 0 TC Vert 60.00 15- 0- 0 60.00 23- 0�+ Tr; Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: B1 G X -LOC REACT SIZE REQ'D 1 0- 1-12 1473 3.50" 2.11" 2 17-10- 4 1473 3.50" 2.11" G REQUIREMENTS shownare based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 -3357 0.12 0.25 0.37 2-3 -3166 0.08 0.30 0.38 3-4 -3031 0.14 0.76 0.89 4-5 -3167 0.08 0.32 0.40 5-6 -3357 0.12 0.25 0.37 BC FORCE AXL BND CSI 7-8 3154 0.40 0.40 0.80 8-9 3011 0.38 0.33 0.71 9-10 3154 0.40 0.40 0.80 WF.B FORCE CSI WEB FORCE CSI 2-8 -174 6.65 4-Y dlt U.14 3-8 308 0.14 5-9 -169 0.05 3-9 92 0.03 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 1 D Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yea, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.49 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 4.4-14 3-1-14 2-10-8 3-1-14 4-4-14� 4-4-14 7-6-12 10-5-4 13-7-2 18-" 7-11-11 7-11-11 r 1 2 3 4 5 6 M-0 In -nn F4.00330# 2 -4.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-11-11 10- 0- 0 UPLIFT REACTION(S) : Support 1 -311 lb Support 2 -311 lb ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 80.00 - 1- 0- 0 80.00 0- 0- 0 0. TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0. TC Vert 145.62 8- 0- 0 145.62 10- 0- 0 0. TC Vert 60.00 10- 0- 0 60.00 18- 0- 0 0. TC Vert 80.00 18- 0- 0 80.00 19- 0- 0 0. BC Vert 48.54 0- 0- 0 48.54 18- 0- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 10- 0- 0 1.00 TC Vert 154.0 10- 0- 0 0.00 TC VAYt 0.0 17-10 4 1.99 T 3-3-9 1 SHIP MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.12" D= -0.18" T-- 1 = Joint Locations 1 0- 0- 0 6 18- 0- 0 2 4- 4-14 7 0- 0- 0 3 7- 6-12 8 7- 6-12 4 10- 5- 4 9 10- 5- 4 5 13- 7- 2 10 18- 0- 0 7 8 9 7-6-12 22-10-88 7-6-12 10-5-4 10 7.6-12 18-M 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 114" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TP1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A 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 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles I. 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 in 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 brace 2 Palm Desert CA. 9211 and this truss accordance with 'ANSIrrPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It 1 119th Street, NW, Ste 800, Washington, DC 30" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: B2 Qty: 1 Drw : RG x -LOC REACT SIZE REQ•D TC 2x4 SPP 1650P -1.5E Plating spec : ANSI/TPI - 1995 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer UPLIFT REACTION(S) 1 0- 1-12 800 3.50"1.50•• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -177 lb 2 17-10- 4 800 3.50•• 1.50•• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -177 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT 111607. This truss is designed using the n the truss material at each bearing 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 CBC -01 Code. TC Dead 14.00 Rep Mbr Bnd Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI 1.15 75-110 St. Charles pl. ste-11A Truss Location End Zone 1-2 -1373 0.05 0.58 0.62 O.C.S acin 2- 0- 0 P g Palm Desert, CA. 92211 Hurricane/Ocean Line = No , Exp Category - C 2-3 -1373 0.05 0.58 0.62 Design Spec CBC -01 Phone (760) 341-2232 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Fax # (760) 341-2293 Mean roof height = 11.66 ft, mph 80 BC FORCE AXL BND CSI Seqn T6.4.22 - 0 CHC Special Occupancy, Dead Load = 12.6 psf 4-5 1237 0.15 0.45 0.61 5-6 1237 0.15 0.45 0.61 WEB FORCE CSI WEB FORCE CSI 2-5 268 0.11 T 3-3-15 1 I0-3-15 99-0" 9-0-0 99-0-0 18-" 9-M I 9-M 1 2 3 400 4-4 4.00 18-0-0 4 5 6 9-0-0 99.0 9-0-0 18-0-0 I= 013PLUOT191T (spar) L/999 IN MEM 5-6 (LIVE) L= -0.11" D= -0.1711 T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 9- 0- 0 5 9- 0- 0 3 18- 0- 0 6 18- 0- 0 /2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or ••H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A 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 14.00 Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Join[ 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', ANSI/TPI 1','wTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 28" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: B2A Qty: 1 Drw : AG X -LOC REACT SIZEREQ'D TC 2x4 SPP 1650F-1.58 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 720 3.50" 1.50 BC 2x4 SPP 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -152 lb 2 17-10- 4 800 3.50" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -177 lb RG REQUIREMENTS shoran are based ONLY Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This trues is designed using the n the truss material at each bearing . . . . . . r . s . . r . . . . . r . . . . CBC -01 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood 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, Designed for 1.0 K lbs drag load applied Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI evenly along the top chord to the chord Trues Location End Zone 1-2 -1373 0.05 0.58 0.62 ® ea. bearing (unless noted), concurrently Hurricane/Ocean Line - No , Exp Category = C 2-3 -1373 0.05 0.58 0.62 with dead . 0 % live loads. D.F. - 1.33 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Horiz. reaction - 1.0 K lbs. ea. bearing. Mean roof height - 11.66 ft, mph = 80 BC FORCE AXL END CSI Connection (by others) must transfer equal CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1263 0.15 0.45 0.61 load to each ply (or add-on) shown. 5-6 1263 0.15 0.45 0.61 . . . . . . • • . • • . . • • • • • • . . • WEB FORCE CSI WEB FORCE CSI 2-5 268 0.11 400 99-0" 9-" 4-4 4.00 9-09-0-00 18-" 3 u 18-0-0 cc _ �oG 1`z'W � 99-0-0 99-0" 9-0-0 18-0-0 10 may nEFT.Br:TT0H faDan) L/999 IN MEM 4-5 (LIVE) L= -0.11" D= -0.17" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 9- 0- 0 5 9- 0- 0 3 18- 0- 0 6 18- 0- 0 7/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL R and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T U S S WO R KS A Company YCTl p you anruss utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf P BC Dead 10.00 psf O.C.S acin 2- 0- 0 P g Design Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Secin T6.4.22 - 0 3:]& Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: B3 Qty: 2 Drw : IRC -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer UPLIFT REACTION(S) 1 0- 1-12 720 3.50" 1.50" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -152 lb 2 17-10- 4 800 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -177 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the In the truss material at each bearing is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 CBC -01 Code. noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI 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 Truss Location = End Zone 1-2 -1373 0.05 0.58 0.62 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software , 'ANSIrrP11','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Hurricane/Ocean Line = No Exp Category = C 2-3 -1373 0.05 0.58 0.62 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Mean roof height = 11.66 ft, mph 80 EC FORCE AXL END CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1237 0.15 0.45 0.61 5-6 1237 0.15 0.45 0.61 WEB FORCE CSI WEB FORCE CSI 2-5 26B 0.11 99-0-0 9-0-0 99-0-0 18-0-0 1 9-0-0 I 9-M 1 2 3 400 4-4 400 4 5 6 9-0.0 9-0.0 9-0-0 18-0-0 D9FL9QTION (span) : L/999 IN amt' 4-5 (LIVE) L= -0.11" D= -0.17" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 9-0-0 5 9-0-0 3 18- 0- 0 6 18- 0- 0 e i ,ate P��o S °F ' 27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss I p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles 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 , 'ANSIrrP11','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seyn T6.4.22 - 0 28 Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: B3A Qtv: 1 Drwq: I G X -LOC REACT SIZE ' REQ'D 1 0- 1-12 1621 3.50" 2.67" 2 16-0- 0 1043 3.50 1.50" 3 17-10- 4 913 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 -3403 0.22 0.66 0.88 2-3 -2789 0.07 0.66 0.73 EC FORCE AXL BND CSI 4-5 3503 0.30 0.46 0.77 5-6 2929 0.20 0.38 0.59 6-7 3275 0.24 0.43 0.67 AEB FORCE CSI WEB FORCE CSI 2-5 1439 0.50 2-6 603 0.21 TC 2X4 SPP 1650F -1.5E 2x4 SPP 2100P -1.8E 1-2 BC 2x6 HP 1650P -1.5E NEB 2x4 HP STUD Lumber shear allowables are per NDS. Install interior support(s) before erection. ♦+ ♦ + t + + + t + + + r r + + + a ♦ ♦ + a Designed for 3.4 R lbs drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 % live load. Duration -1.33. Partial continuous bearing reaction - 1680 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + a + + + r + + + + ♦ r r + + + t t ♦ + + Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSI/TPI 1. 9-0-0 9-" 9-M 18-M 9-0-0 9-0-0 1 2 3 400 4.6 400 UPLIFT REACTIONS) : Support 1 -343 lb Eng. Job: EJ. Support 2 -220 lb ® Support 3 -176 lb Chk: DL HORIZONTAL REACTIONS) support 1 -300 lb Dsgnr• JOLO support 2 3539 lb support 3 -3539 lb TC Live 16.00 psf This truss is designed using the T R U S S WO R KS CBC -01 Code. A Company YCTl p you anruss Bldg Enclosed = Yes, Importance Factor - 1.00 TC Dead 14.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category - C psf Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 75-110 St. Charles pl. ste-11A Mean roof height - 11.66 ft, mph 80 BC Live 0.00 psf CBC Special Occupancy, Dead Load 12.6 psf Palm Desert, CA. 92211 ----------LOAD CASE #1 DESIGN LOADS -------------- BC Dead 10.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 18- 0- 0 0. BC Vert 134.17 0- 0- 0 134.17 18- 0- 0 0. 18-" 4 5 6 7 66-5-4 5-1-8 66-5-4 6-5-4 11.6-12 18-0-0 AAA uaruAC1101i , L/999 IN MEM 5-6 (LIVE) L= -0.09" D= -0.14" T= -1.231 Joint Locations 1 0- 0- 0 5 6- 5- 4 2 9- 0- 0 6 11- 6-12 3 18- 0- 0 7 18- 0- 0 4 0- 0- 0 1 3-15 1 SHIP STATE 9��6/27/2005 OVER SUPPORT AS SHOWN 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: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p you anruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.00 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 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available at output from Truswal software', 'ANSIrrPl 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'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 11 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 /Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: C1 Qty: 1 urwg: 1 G X -LOC REACT SIZE REQ 'DTC WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are utilito be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads zed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA 1' - Wood Thus Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 1 0- 1-12 898 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 12- 6- 4 898 3.50" 1.50" WEB 2x6 HP 1650F -1.5E MULTIPLE LOAD CASES. G REQUIREMENTS shown are based ONLY Permanent bracing SS required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607 the truss material at each bearing prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. TC FORCE AXL HND CSI 1-2 -1702 0.04 0.32 0.36 2-3 -1702 0.04 0.32 0.36 BC FORCE AXL SND CSI 4-5 1571 0.20 0.39 0.59 5-6 1571 0.20 0.39 0.59 WEB FORCE CSI WEB FORCE CSI 2-5 301 0.04 T 2-5-0 TJO -3-15 6-4-0 6-4-0 6-4-0 12-8-0 6-4-0 6-4-0 1 2 3 4( 00 366# -4.00 4-4 UPLIFT REACTION(S) : Support 1 -204 lb Support 2 -204 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 11.22 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 80.00 - 1- 0- 0 80.00 0- 0- 0 0. TC Vert 60.00 0- 0- 0 60.00 6- 4- 0 0. TC Vert 60.00 6- 4- 0 60.00 12- 8- 0 0. TC Vert 80.00 12- 8- 0 80.00 13- 8- 0 0. BC Vert 40.21 0- 0- 0 40.21 12- 8- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 97.7 6- 4- 0 1.00 TC Vert 85.5 6- 4- 0 0.00 ru veli. 97.4 t 4 n 1 nn TC Vert 85.5 6- 4- 0 0.00 TC Vert 0.0 12- 6- 4 1.00 MAX DEFLECTION (Span) : L/999IN MEM 5-6 (LIVE) L= -0.05" D= -0.07" T-- Joint = Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 4- 0 5 6- 4- 0 3 12- 8- 0 6 12- 8- 0 1� 5 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: 11/32" = 1' ® T R U S S WO R KS A Company You Can Truss1 75-110 St. Charles pl. ste-11A Palm DesertCA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are utilito be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads zed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA 1' - Wood Thus Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: DL Dsgnr' JOLO WO: J5093 TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Segn T6.4.22 - 0 12" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: C2 Qty: 2 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.513 Plating spec : ANSI/TPI - 1995 Chk' DL UPLIFT REACTIONS) 1 0- 1-12 587 3.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -141 lb 2 12- 6- 4 587 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. 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 Support 2 -141 lb RG REQUIREMENTS shown are based ONLY This truss is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. In the truss material at each bearing CBC -01 Code. Bldg Enclosed = Yee, Importance Factor = 1.00 TC FORCE AXL BND CSI TrussLocation - End Zone 1-2 -932 0.01 0.25 0.26 Hurricane/Ocean Line - No , Exp Category - C 2-3 -932 0.01 0.25 0.26 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.22 ft, mph80 =12.6 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = psf 4-5 840 0.13 0.19 0.32 5-6 840 0.13 0.19 0.32 WEB FORCE CSI WEB FORCE CSI 2-5 184 0.07 6-4-0 6-4-0 6.4-0 12-8-0 6-0-0 6-4-0 1 2 3 4� 4-4 400 iiag HPLIMON (span) : L/999 IN MEM 4-5 (LIVE) L= -0.03" D= -0.05" T-- 6-4-0 = Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 4- 0 5 6- 4- 0 3 12- 8- 0 6 12- 8- 0 I 12-8-0 I--- 4 5 6 6-4-0 6-4-0 6-4-0 12-8.0 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: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. w0: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' DL T R S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 U A Company You Can Truss l utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I",'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, BC Live 0.00 P psf BC Dead 10.00 psf O.C.S acin 2- 0- 0 p g Design Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 08" lJob Name: MR.&MRS. BRENT GILHOUSEN Truss ID: C3 Qtv: 1 Drwa: 3RG X -LOC REACT SIZEREQ'D 1 O= 1-12 1230 3.50"2.02" 2 12- 6- 4 1310 3.50" 2.16" IRG REQUIREMENTS shown are based ONLY In the truss material at each bearing TC FORCE AXL BND CSI 1-2 -2294 0.06 0.37 0.44 2-3 -2294 0.06 0.37 0.44 Bc FORCE AXL END CSI 4-5 2145 0.20 0.41 0.62 5-6 2145 0.20 0.41 0.62 WEB FORCE CSI WEB FORCE CSI 2-5 1032 0.36 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 165OP-1.5E BC 2x6 HF 165OF-1.SE WEB 2x4 HP STUD GSL BLR 2x4 HF STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be "required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result *of wind load applied to member.(Combination axial plus bending). This trues requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6-46-4-0 6-4-0 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 6-46 4-00 12-8-0 6-4-0 6-4-0 1 2 3 4x00 4-4 4.00 UPLIFT REACTION(S) : Support 1 -279 lb Support 2 -297 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yee, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.22 ft, mph80 CBC Special Occupancy, Dead Load =12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 12- 8- 0 0. TC Vert 80.00 12- 8- 0 80.00 13- 8- 0 0. BC Vert 134.17 0- 0- 0 134.17 12- 8- 0 0. MAX DEFLECTION (Span) : L/999 IN MEM 5-6 (LIVE) L= -0.06" D= -0.09" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 4- 0 5 6- 4- 0 3 12- 8- 0 6 12- 8- 0 1� nil [/ZUU5 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' ►"� ARNIl Y G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® TR U S S WO R KS A Company You Can Trussl 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 1 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wool to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSIrrPI I','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. Chk: DL DS nr• JOLO g TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 15" Wob Name: MRAMRS. BRENT GILHOUSEN Truss ID: D1 Qtv: 2 Drwa: G X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.58 Plating Spec : ANSI/TPI - 1995 1 0- 1-12 1335 3.50" 1.91•' BC 2x4 SPP 2100F-1.88 THIS DESIGN IS THE COMPOSITE RESULT OF 2 16- 5- 4 1335 3.50•• 1.91" WEB 2x6 HP 1650F-1.SE MULTIPLE LOAD CASES. G REQUIREMENTS shown are based ONLY Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607 the truss material at each bearing prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. TC FORCE AXL HND CSI 1-2 -2758 0.17 0.71 0.88 2-3 -2758 0.17 0.71 0.68 BC FORCE AXL BND CSI 4-5 2557 0.21 0.69 0.90 5-6 2557 0.21 0.69 0.90 WEB FORCE CSI WEB FORCE CSI 2-5 483 0.06 8-3-8 8-3-8 8-3=8 16-7-0 1 8-M 1 8-7-0 1 2 3 4.00 330# 330# -4� 4-4 I&-0-4 K-0 16-7-0 1 4 5 6 8-3-5 1 8-3-8 8-38-3 16-7-0 UPLIFT REACTIONS) : Support 1 -330 lb Support 2 -330 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Trues Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 19.50 ft, mph = 80 CBC Special Occupancy, Dead Load 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 80.00 - 1- 0- 0 80.00 0- 0- 0 0. TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0. TC Vert 145.62 8- 0- 0 145.62 8- 7- 0 0. TC Vert 60.00 8- 7- 0 60.00 16- 7--0 0. TC Vert 80.00 16- 7- 0 80.00 17- 7- 0 0. BC Vert 48.54 0- 0- 0 48.54 16- 7- 0 0. ..Type... lba X.Loc LL/TL TC Ve=t 176.0 9- 0-10 x:88 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 8- 7- 0 1.00 TC Vert 154.0 8- 7- 0 0.00 TC Vert 0.0 16- 5- 4 1.00 T 3-3-11 1 SHIP MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.121' D= -0.19" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 3- 8 5 8- 3- 8 3 16- 7- 0 6 16- 7- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ®WARNINGRead T R U S S WO R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' DL Dsgnr: JOLO A Company You Can Truss l utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/IPI I','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 40.00 psf o.c.spacing z- o• o Design Spec CBC -01 Seqn T6.4.22 - 0 31" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: D2 Qty: 3 Drw : RG X -LOC REACT SIZEREQ-D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 730 3.50"1.50 BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -189 lb 2 16- 1- 4 730 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -189 lb RG REQUIREMENTS shown are based ONLY This truss is designed using the PLATE VALUES PER ICBG RESEARCH REPORT #1607. In the truss material at each bearing CBC -01 Code. Bldg Enclosed Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Truss Location = End Zone 1-2 -1228 0.03 0.44 0.47 Hurricane/Ocean Line = No , Exp Category = C 2-3 -1228 0.03 0.44 0.47 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 19.52 ft, mph = 80 BC FORCE AXL END CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1107 0.14 0.36 0.50 5-6 1107 0.14 0.36 0.50 WEB FORCE CSI WEB FORCE CSI 2-5 240 0.10 88-1-8 8-1-8 88-1-8 16-3-0 8-1-8 1 8-1-8 1 2 3 F4 -00 4-4 400 T 3 4.3 1 SHIP MAX DEFLBLTTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.08" D= -0.11" T-- Joint = Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 1- 8 5 8- 1- 8 3 16- 3- 0 6 16- 3- 0 16-3-0 4 5 6 88-1-8 8-1_8 8-1-8 16-3-0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® T R U S S W O R KS A Company You Can Truss I This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Chk: DL Dsgnr• JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacS L=1.25 P=1.25 Rep Mbr Bnd 1.15 Charles pl. ste-11 A 75-110 St. Cha Palm Desertrte t 9pl. s Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spee CBC -01 Seqn T6.4.22 - 0 19" Job Name: MR"&MRS. BRENT GILHOUSEN Truss ID: E1 Qtv: 2 Drwa: G X -LOC REACT SIZE REQ'D 1 0- 1-12 266E 3.50" 1.91" 2 26- 2- 4 2370 3.50" 1.70" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI L- 1 107 0.01 0.30 0.31 1-2 -10834 0.24 0.44 0.68 2-3 -11350 0.30 0.48 0.78 3-4 -13970 0.39 0.24 0.63 4-5 -15631 0.54 0.41 0.96 5-6 -14046 0.40 0.24 0.64 6-7 -11407 0.31 0.44 0.75 7-8 -11019 0.26 0.39 0.64 B -OR 20 0.00 0.03 0.03 SC FORCE AXL END CSI 9-10 10304 0.49 0.32 0.82 0-11 15608 0.76 0.24 1.00 1-12 15634 6.76 0.24 1.0U 2-13 10495 0.51 0.30 0.81 WEB FORCE CSI WEB FORCE CSI 2-10 705 0.12 5-11 105 0.02 3-10 4433 0.77 5-12 -1658 0.17 4-10 -1730 0.17 6-12 4468 0.77 4-11 145 0.03 7-12 480 0.08 TC 2x4 SPF 165OF-1.5E 2x4 SPF 2100F -1.8E 3-6 BC 2x4 SPP 210OF-1.8E WEB 2x4 HP STUD i # i ♦ ♦ ♦ ♦ ♦ 1 ♦ ♦ ♦ i F ♦ F + ♦ ♦ f ♦ 4 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). + + + r t a + + + + + t + t t a + a + + + + 2-PLYI Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 --PER FOOTI• + + a + r t a + r + + + + + t ♦ r a + r + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 Overhang Soffit loading - 0.0 psf a + r + + + + r r ♦ + + + + + + a t a a a + Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Unrestrained horiz. LL deflection - 0.26 " + + r + + . t + ♦ + r + i t r . + a + + t + 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. _4-8-2 3-3-14 3-53 3-53-5 3-53-5 5 3-33-314 4-8-2 4-8-2 8-" 11-5-5 14-10-11 18-4-0 21-7-14 26-4-0 7-11-111 1-11 7-1 2-PLYS 1 2 3 4 5 6 7 8 REQUIRED4�1 10-4-0 4 -4� T-1-0.0 2-11-13 275# 1 5-0-3-15 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-11-11 18- 4- 0 UPLIFT REACTIONS) : Support 1 -499 lb Support 2 -443 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.49 ft, mph 80 CBC Special Occupancy, Dead Load - 12.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------- Dir L.Plf L.Loc R.Plf R.Loc TC Vert 60.00 - 1- 0- 9 60.00 0- 0- 0 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 TC Vert 145.62 8- 0- 0 145.62 18- 4- 0 TC Vert 60.00 18- 4- 0 60.00 26- 4- 0 SC W:.b 60.04 26- 4.- 0 60.00 27- 4- 9 BC Vert 20.00 0- 0- 0 20.00 8- 0- 0 BC Vert 48.54 8- 0- 0 48.54 18- 4- 0 BC Vert 20.00 18- 4- 0 20.00 26- 4- 0 ..Type... lbs X.Loc LL/TL TC Vert 275.0 - 1- 0- 0 0.40 BC Vert 268.3 8- 0- 0 1.00 BC Vert 402.4 8- 0- 0 0.00 BC Vert 268.3 18- 4- 0 1.00 BC Vert 402.4 18- 4- 0 0.00 T 3-3-9 0. 0. 0. 0. 0. 0. 0. 0. MAX DEFLECTION (span) : L/461 IN MEM 10-11 (LIVE) L= -0.68" D= -1.02" T= Joint Locations 1 0- 0- 0 8 26- 4- 0 2 4- 8- 2 9 0- 0- 0 3 8- 0- 0 10 8- 0- 0 4 11- 5- 5 11 13- 2- 0 5 14-10-11 12 18- 4- 0 6 18- 4- 0 13 26- 4- 0 7 21- 7-14 2.00 671# 671# j -2.00 0-W 7-8-8 7-8-8 1" 10-A� v�w�1,7 ' 26.4-0 s 4-0 9 10 11 12 13 8-0� s-2� s-2� 8.0.0 8-0-0 13-2-0 18-4-0 26-4-0 STATE 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL 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 [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 O.C.S a 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', P P ctng 2- 0- 0 Palm Desert, CA. 92211 'ANSI/TPI I','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Segn T6.4.22 - 0 69" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: E2 Qty: 1 Drw : RG X -IAC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1133 3.50•• 1.62•• BC 2x4 SPP 1650F-1.56 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 26- 2- 4 1133 3.50•• 1.62•• WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 9-11-11 16- 4- 0 n the truss material at each bearing UPLIFT REACTION(S) : Continuous lateral bracing attached to flat This truss is designed using the Support 1 -219 lb TC as indicated. Lumber must be structural CBC -01 Code. TC FORCE AXL END CSI Support 2 -219 lb grade. Brace ® 24" o.c. unless noted. Bldg Enclosed - Yes, Importance Factor = 1.00 1-2 -4558 0.22 0.26 0.48 O.C.Spacing 2-0-0 Palm Desert, CA. 92211 Truss Location - End Zone 2-3 -3967 0.18 0.30 0.48 Phone (760) 341-2232 Hurricane/Ocean Line = No , Exp Category = C 3-4 -4627 0.32 0.20 0.52 Design Spec CBC -01 Fax # (760) 341-2293 Bldg Length = 40.00 ft, Bldg width 20.00 ft 4-5 -4627 0.32 0.20 0.52 Seqn T6.4.22 - 0 Mean roof height = 11.83 ft, mph80 =12.6 5-6 -3968 0.18 0.30 0.48 6-7 -4559 0.22 0.26 0.48 CBC Special Occupancy, Dead Load = psf BC FORCE AXI, BND CSI 8-9 4353 0.65 0.24 0.89 9-10 4377 0.65 0.12 0.77 0-11 4377 0.65 0.12 0.77 1-12 4353 0.65 0.24 0.89 NEB FORCE CSI WEB FORCE CSI 2-9 -545 0.22 5-10 263 0.09 3-9 1075 0.37 5-11 1079 0.37 3-10 264 0.09 6-11 -545 0.22 4-10 -167 0.03 5-85-8 2 4-34-3-14 3-2-0 33-2-0 4-3-14 5-8-2 5-8-2 10-0-0 13-2-0 16-4-0 20-7-14 26-4-0 9-11-11 9-11-11 1 2 3 4 5 6 7 4� 64-0 4.00 T 3-11-9 SHIP =0-3-15 MAX DEFLECTION (span) : L/711 IN MEM 9-10 (LIVE) L= -0.44" D= -0.66•• T-- Joint = Joint Locations 1 0- 0- 0 7 26- 4- 0 2 5- 8- 2 8 0- 0- 0 3 10- 0- 0 9 10- 0- 0 4 13- 2- 0 10 13- 2- 0 5 16- 4- 0 11 16- 4- 0 6 20- 7-14 12 26- 4- 0 2.00 -2.00 k.Q�vO G,AR(,9N 1 ; s s s 1 6-4.0 ' 9-8-8 0 Cr 1NO O 26-4-0 ac a G Q� 8 9 10 11 12 = �� 10-0-0 3-2-0 3-2-0 10-0-0 1 O Q a A�� 10-0-0 1313-2-0 16-4.0 26- v so _ 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or ••H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1• WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr' JOLO utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacS L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 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 Phone (760) 341-2232 1.,'WTCA l'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD BC Dead 10.00 psf Design Spec CBC -01 Fax # (760) 341-2293 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. TOTAL 40.00 psf Seqn T6.4.22 - 0 10" Job Name:.MRAMRS. BRENT GILHOUSEN Truss ID: E3 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1134 3.50" 1.62" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 26- 2- 4 1133 3.50" 1.62" NEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. TC 24.00" 11-11-11 14- 4- 0 In the truss material at each bearing UPLIFT REACTIONS) : Continuous lateral bracing attached to flat This truss is designed using the Support 1 -220 lb TC as indicated. Lumber must be structural CBC -01 Code. TC FORCE AXL HND CSI Support 2 -220 lb grade. Brace ® 24" o.c. unless noted. Bldg Enclosed - Yes, Importance Factor = 1.00 1-2 -4516 0.31 0.46 0.77 Truss Location = End Zone 2-3 -3511 0.13 0.20 0.33 Hurricane/Ocean Line = No , Exp Category - C 3-4 -3777 0.21 0.13 0.34 Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 4-5 -3508 0.13 0.20 0.34 Mean roof height = 12.16 ft, mph80 =12.6 5-6 -4517 0.31 0.46 0.77 CSC Special Occupancy, Dead Load = psf BC FORCE AXL BND CSI 7-8 4295 0.64 0.18 0.82 8-9 4287 0.64 0.14 0.78 9-10 3780 0.56 0.04 0.61 0-11 4288 0.64 0.15 0.78 1-12 4296 0.64 0.18 0.82 WED FORCE CEI WEB FORCE CSI 2-8 93 0.04 4-10 977 0.34 2-9 -925 0.52 5-10 -929 0.52 3-9 979 0.34 5-11 94 0.05 3-10 -129 0.03 6-8-2 6-8-2 5-3-14� 12-" 1 11-11-11 1 2 3 T; # 5-3-14 6-8-2 3 19-7-14 26-4-0 11-11-11 4 5 6 F4.00 12-4-0 I-4.00 MAX DEFLECTION (span) : L/817 IN MEM 9-10 (LIVE) L= -0.38" D= -0.57" T= Joint Locations 1 0- 0- 0 7 0- 0- 0 2 6- 8- 2 8 6- 8- 2 3 12- 0- 0 9 12- 0- 0 4 14- 4- 0 10 14- 4- 0 5 19- 7-14 11 19- 7-14 6 26- 4- 0 12 26- 4- 0 2.00 2.00 0-W p_g 1 11-8-8 I 11-8-8 1 OT 2.4.0 1 O1- 26-" 7 8 9 10 11 12 6-8-2 5-3-14 5-35-314 6-8-2 6-8-2 12-0-0 19-7-14 26-4-0 •Inl� �•,. 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® T R U S S W O R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk• DL DS nr• JOLO g ' A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1%'WTCA I' -Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0.0 Design Spec CBC -01 Seqn T6.4.22 - 0 96" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: E4 Qty: 2 Drw : RG X -LOC REACT SIZE REQ 'D TC 2x4 SPP 1650F-1.513 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1133 3.50" 1.62" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -221 lb 2 26- 2- 4 1133 3.50" 1.62" NEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -221 lb G REQUIREMENTS shown are based ONLY This truss is designed using the PLATE VALUES PER ICBG RESEARCH REPORT #1607. n the truss material at each bearing CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL HND CSI Truss Location End Zone 1-2 -4490 0.33 0.52 0.85 Hurricane/Ocean Line - No , Exp Category - C 2-3 -3219 0.12 0.25 0.38 Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -3219 0.12 0.25 0.38 Mean roof height = 12.36 ft, mph - 80 4-5 -4490 0.33 0.52 0.85 CBC Special Occupancy, Dead Load 12.6 psf BC FORCE AXI. END CSI 6-7 4271 0.64 0.19 0.83 7-8 4256 0.63 0.14 0.77 8-9 4256 0.63 0.14 0.77 9-10 4271 0.64 0.19 0.83 NEB FORCE CSI NEB FORCE CSI 2-7114 8,9E it 9 -1109 A 86 2-8 -1183 0.86 4-9 114 0.05 3-8 1649 0.57 7-3-2 5-10-14 5-10-14 7-3-2 7-3-2 13-2-0 19-0-14 26-4-0 13-2-0 } 13-2-0 I 1 2 3 4 5 4.x00 -400 U-1 2.00 0-W 1-2.00 0-W 1 12-10-8 11" 26-4-0 6 7 8 9 10 7-3-2 55-1� 5-10-14 7-37-32 7-3-2 13-2-0 19-0-14 26-4-0 MAA LBl UALLIGH (ak-) L/828 IN MEM 8-9 (LIVE) L= -0.38" D= -0.5711 1-- Joint = Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 3- 2 7 7- 3- 2 3 13- 2- 0 8 13- 2- 0 4 19- 0-14 9 19- 0-14 5 26- 4- 0 10 26- 4- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ®WARNINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S WO R KS A Company You Can Truss I p y utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal sofrware', ANSUfPI t','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, BC Live 0.00 psf BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 94" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: E6 Qty: 11 Drw : RG X -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1133 3.50" 1.62" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -221 lb 2 26- 2- 4 1053 3.50" 1.51" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -197 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This trues is designed using the n the truss material at each bearing CBC -01 Code. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL END CSI Truss Location = End Zone 1-2 -2488 0.09 0.34 0.42 Hurricane/Ocean Line = NO , Exp Category = C 2-3 -2191 0.04 0.36 0.40 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 3-4 -2191 0.04 0.36 0.40 Mean roof height = 12.36 ft, mph 80 4-5 -2488 0.09 0.33 0.42 CBC Special Occupancy, Dead Load = 12.6 psf ISC FORCE AXL END CSI 6-7 2314 0.28 0.28 0.56 7-8 1537 0.17 0.31 0.48 8-9 2314 0.28 0.28 0.56 WEB FORCE CSI WEB FORCE CSI 2-7 -433 0.11 3-8 691 0.24 a 7 qni n to n.R -413 0. 1.1 6 9-0-9 9-0-9 7 8-2-13 17.3-7 8 9 9-0-9 26-4-0 4 1 5-" 1 SHIP =0-3-15 M� /27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. MAX UNFLEUrIUN tupau) : WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer L/999 IN MEM 7-8 (LIVE) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions L= -0.14" D= -0.22" T= - are [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Joint Locations DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 1 0- 0- 0 6 0- 0- 0 is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwisep TC Dead 14.00 Rep Mbr Bnd 1.15 2 6-11-14 7 9- 0- 9 6-11-14 6-2-2 6-2-26-11-14 3 13- 2- 0 8 17- 3- 7 environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P -� 4 19- 4- 2 9 26- 4- 0 6-11-14 13-2-0 19-4-2 26-4-0 5 26- 4- 0 13-2-0 13-2-0 Fax # (760) 341-2293 1 2 3 4 5 4.00 -4.00 4-4 6 9-0-9 9-0-9 7 8-2-13 17.3-7 8 9 9-0-9 26-4-0 4 1 5-" 1 SHIP =0-3-15 M� /27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' JOLO are [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl youanrussnoted. is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwisep TC Dead 14.00 Rep Mbr Bnd 1.15 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-11A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.$ acin 2-0-0 P 9 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIIrPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 36" IJob Name: MR"&MRS. BRENT GILHOUSEN Truss ID: E6A Qtv: 1 Drwa: I iRG X -LOC REACT SIZE REQ'D 1 0- 1-12 896 3.50•' 1.62•• 2 2- 5- 8 287 3.50 1.51" 3 4- 1- 5 66 3.50" 1.50" 4 5- 9- 1 43 3.50" 1.50-- 5 .50"5 7- 4-13 35 3.50" 1.50" 6 9- 0- 9 989 3.50" 1.50" 7 10- 6- 9 64 3.50" 1.50" 8 12- 0- 8 68 3.50 1.50" 9 13- 6- 8 120 3.50" 1.50" 10 26- 2- 4 809 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL END CSI 1-2 -1846 0.26 0.27 0.53 2-3 803 0.03 0.43 0.46 3-4 -914 0.01 0.40 0.40 4-5 -1934 0.01 0.40 0.41 BC FORCE AXL BND CSI 6-7 0 0.01 0.38 0.39 7-8 2978 0.42 0.12 0.54 8-9 2597 0.36 0.17 0.53 WEB FORCE CSI WEB FORCE CSI 2-7 -770 0.20 3-8 1064 0.35 3-7 -873 0.68 4-8 -768 0.20 TC 2x4 SPF 1650F-1.58 BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD GBL BLR 2x4 HF STUD Mark all interior bearing locations. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the trues plane and creating shear wall action to resist diaphragm loads. 1 4-8-10 1 MO -3-15 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSP non -concurrent BCLL. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + Designed for 225 Plf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 % live load. Duration -1.33. Partial continuous bearing reaction - 438 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTIONS) : Support 1 -576 lb Support 2 -91 lb Support 3 -34 lb Support 6 -284 lb Support 8 -36 lb Support 9 -36 lb Support 10 -127 lb HORIZONTAL REACTION(S) support 1 524 lb support 2 -1028 lb support 6 3485 lb support 9 -2977 lb support 10 -339 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yea, Importance Factor - 1. Trues Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 Mean roof height - 12.36 ft, mph 80 CBC Special Occupancy, Dead Load = 12.6 psf 6-1114 6-26-2_ 2 6-2-2 6-11-14 6-11-14 13-2-0 19-4-2 26-4-0 13-2-0 13-2-0 1 2 3 4 5 4.00 M 400 00 ft MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.101' D= -0.161• T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6-11-14 7 9- 0- 9 3 13- 2- 0 8 17- 3- 7 4 19- 4- 2 9 26- 4- 0 5 26- 4- 0 TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 s 7 s s ' ( / v�`r► 9-0-9 17-3-7 26-4-0 TYPICAL PLATE: 1.5-3 /27/2005 OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads Dsgnr• JOLO T R U S S WO R KS A Company You Can Truss! 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 suppon of components members only to reduce buckling length. This component shall not be placed in any TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19"/ and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA 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 P BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 26•' Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: E6B Qtv: 1 Drwa: RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650P-1.58 1 0- 1-12 1239 3.50" 1.78" BC 2x4 SPP 1650P-1.513 2 26- 2- 4 1056 3.50" 1.51" WEB 2x4 HP STUD RG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. n the truss material at each bearing + + + + a + + + + + + + + + + + + + + + + + Designed for 1.0 R lbs drag load applied TC FORCE AXL BND CSI evenly along the top chord to the chord 1-2 -2512 0.10 0.43 0.53 ® ea. bearing (unless noted), concurrently 2-3 -2211 0.04 0.43 0.47 with dead + 0 live loads. D.P. = 1.33 3-4 -2198 0.04 0.41 0.45 Horiz. reaction 1.0 R lbs. ea. bearing. 4-5 -2495 0.09 0.38 0.47 Connection (by others) must transfer equal load to each ply (or add-on) shown. BC FORCE AXL HND CSI + + + + + + + + + + + + + + + + + + + + + + 6-7 2339 0.29 0.33 0.62 7-8 1545 0.17 0.37 0.54 8-9 2321 0.25 0.36 0.61 WEB FORCE CSI WEB FORCE CSI 2-7 -442 0.12 3-8 690 0.24 3-7 707 0.24 4-e -434 0.11 1 4-8-10 1 MD -3-15 6-116-1114 6-11-14 2 4.0 - Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 6-2-2 13-2-0 4-4 6-26-2 19-4-2 4 4.00 UPLIFT REACTIONS) : Support 1 -232 lb Eng. Job: EJ. Support 2 -198 lb ®WAIMINGRead This trues is designed using the Chk' DL CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 DSgnr' JOLO Truss Location - End Zone TC Live 16.00 psf TC Dead 14.00 psf Hurricane/Ocean Line - No , Exp Category - C T R U S S WO R KS A Company YCan Truss! p You Bldg Length - 40.00 ft, Bldg width - 20.00 ft 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Mean roof height - 12.36 ft, mph = 80 BC Live 0.00 p psf BC Dead 10.00 psf CBC Special Occupancy, Dead Load = 12.6 psf Fax # (760) 341-2293 ----------LOAD CASE #1 DESIGN LOADS -------------- TOTAL 40.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 80.00 - 1- 0- 0 80.00 0- 0- 0 0. TC Vert 60.00 0- 0- 0 60.00 26- 4- 0 0. BC Vert 20.00 0- 0- 0 20.00 26- 4- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00' TC Vert 108.0 0-10- 0 0.40 60,31 DDF6]99WSQIT (&pan) r L/999 IN MEM 7-8 (LIVE) L= -0.14" D= -0.21" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6-11-14 7 9- 0- 9 6-1114 3 13- 2- 0 8 17- 3- 7 4 19- 4- 2 9 26- 4- 0 26-4-0 5 26- 4- 0 -5 5 1F0A 26-4-0 6 7 8 9 9-0-9 9-0-9 8-2-13 17-3-7 9-0-9 26.4-0 4 J 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ®WAIMINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr' JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S WO R KS A Company YCan Truss! p You utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSITrPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) md'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 p psf BC Dead 10.00 psf O.C.$ acin 2- 0- 0 p 9 Design Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 36" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: E6C Qty: 11 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.513 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1133 3.50•• 1.62" BC 2x4 SPF 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -221 lb 2 26- 2- 4 1133 3.50'• 1.62" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -221 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BCLL. PLATS VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing 9 CBC -01 Code. TC FORCE AXL SND CSI 5 26- 4- 0 Bldg Enclosed Yes, Importance Factor - 1.00 1-2 -2488 0.09 0.34 0.42 Truss Location End Zone 2-3 -2191 Hurricane/Ocean Line = No , Exp Category = C 0.04 0.36 0.40 3-4 -2191 0.04 0.36 0.40 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Bldg Length = 40.00 ft, Bldg Width 20.00 ft 4-5 -2488 0.09 0.34 0.42 Mean roof height - 12.36 ft, mph 8o X12.6 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions CBC Special Occupancy, Dead Load psf BC FORCE AXL END CSI 6-7 2314 0.28 0.28 0.56 7-8 1537 0.17 0.31 0.48 8-9 2314 0.28 0.28 0.56 NEB FORCE CSI NEB FORCE CSI 2-7 -433 0.11 3-8 691 0.24 3-7 691 0.24 4-8 -433 0.11 66-1� 6-2-2� 6-2-2 6-11-14 6-11-14 13-2-0 19.4-2 26-4-0 13-2-0 13-2-0 1 2 13 4 5 400 -4.00 4-4 unat VBPL2QTTQV ("ro.,) , L/999 IN MSM 7-8 (LIVE) L= -0.14" D= -0.22" T= Joint Locations 26-4-0 1 0- 0- 0 6 0- 0- 0 2 6-11-14 7 9- 0- 9 3 13- 2- 0 8 17- 3- 7 4 19- 4- 2 9 26- 4- 0 5 26- 4- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx'• for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1• 36" 26-4-0 67 8 9 9_ 8-2-13 9_� 9-0-9 17-3-7 26.4-0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx'• for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1• all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ®WARNINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr• JOLO 9 A Company You Can TruSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install '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 Phone (760) 341-2232 I','WTCA I' . Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 10.00 psf Design Spec CBC -01 Fax # (760) 341-2293 WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 36" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: E7 Qty: 1 Drw : RG X -LOC REACT SIZE REQ 'D TC 2x4 SPP 1650F -1.5B Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1133 3.50" 1.62" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -221 lb 2 26- 2- 4 1133 3.50^ 1.62" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -221 ib RG REQUIREMENTS shown are based ONLY GBL BLR 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing Gable verticals are 2x 4 web material spaced Loaded for 10 PSP non -concurrent BCLL. CBC -01 Code. at 16.0 " o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + Bldg Enclosed - Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI Top chord supporta 24.0 " of uniform load Designed for 150 Pif drag load applied Truss Location = End Zone 1-2 -2488 0.09 0.34 0.42 at 16 psf live load and 14 psf dead load. evenly along the top chord to the chord Hurricane/Ocean Line = No Exp Category = C 2-3 -2191 0.04 0.36 0.40 Additional design considerations may be ® ea. bearing (unless noted), concurrently Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2191 0.04 0.36 0.40 required if sheathing is attached. with dead + 0 % live loads. D.P. = 1.33 Mean roof height - 12.36 ft, mph80 =12.6 4-5 -2488 0.09 0.34 0.42 [+] indicates the requirement for lateral Horiz. reaction - 4.0 R lbs. ea. bearing. CHC Special Occupancy, Dead Load = psf bracing (designed by others) perpendicular Connection (by others) must transfer equal SC FORCE AXL BND CSI to the plane of the member at 63"intervals. load to each ply (or add-on) shown. 6-7 3992 0.56 0.31 0.87 Bracing is a result of wind load applied + + + + + + + + + + + + + + + + + + + + + + 7-8 2923 0.41 0.27 0.68 to member.(Combination axial plus bending). 8-9 3992 0.56 0.31 0.87 This truss requires adequate sheathing, as designed by others, applied to the truss WEB FORCE CSI WEB FORCE CSI face providing lateral support for webs in 2-7 -618 0.16 3-8 928 0.30 the truss plane and creating shear wall 3-7 928 0.30 4-8 -618 0.16 action to resist diaphragm loads. 42" 6-1114 6-2-2 6-26-2_ 2 6-116-11 14 6-11-14 13-2-0 19-4-2 26-4-0 13-2-0 ( 13-2-0 1 2 3 4 5 400 -400 4-4 Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6-11-14 7 9- 0- 9 3 13- 2- 0 8 17- 3- 7 4 19- 4- 2 9 26- 4- 0 5 26- 4- 0 10"-0 TYPICAL PLATE: 1.5-3 6 9-0-9� 9-0-9 7 8-28-213 17-3-7 8 10�-0 - 9 9-0-9 26.4-0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® TR U S S W O R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk: DL Ds nr' JOLO g A Company You Can Truss! 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 lJob Name: MRAMRS. BRENT GILHOUSEN Truss ID: F1 Qtv: 2 Drwa: IRG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650P -1.5E 1 0- 1-12 2152 3.50" 1.54" BC 2x4 SPP 1650F-1.53 2 24-10- 4 2152 3.50" 1.54" WEB 2x4 HF STUD IRG REQUIREMENTS w shon are based ONLY t t t + + + + + + + + + + r + + + t + + r + ,n the truss material at each bearing Nail pattern shown is for PLP loads only. Concentrated loads MUST be distributed to TC FORCE AXL END CSI each ply equally. On multi -ply with hangers 1-2 -5367 0.07 0.12 0.19 use 3" nails min. into the carrying member. 2-3 -5232 0.05 0.10 0.16 For more than 2 ply, use additional fasten - 3 -4 -6357 0.09 0.40 0.49 ere as indicated from the back plys, or use 4-5 -6357 0.09 0.40 0.49 any other approved detail (by others). 5-6 -5232 0.05 0.10 0.16 + t a t + + + t t t + + a + + t + + + + t + 6-7 -5367 0.07 0.12 0.19 BC FORCE AXL HND CSI 8-9 5046 0.38 0.14 0.51 9-10 4975 0.31 0.18 0.49 0-11 4975 0.31 0.18 0.49 1-12 5046 0.38 0.14 0.51 NEB FORCE CSI WEB FORCE CSI 2-9 106 0.01 5-10 1497 0.26 3-9 339 0.08 5-11 339 0.08 3-10 1497 0.26 6-11 106 0.01 4-10 -920 0.09 4-4-14 3-1-14 4-4-14 7-6-12 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See 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-PLYI Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 --PER FOOTI•• 4-114-11 44-11-4 3-13-114 4-44-4 12.6-0 17-5-4 20-7-2 25-" 7-11-11 ( 7-11-11 1 2-PLYS 1 2 3 4 5 6 7 REQUIRED q� n330. 9_" -0� This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7-11-11 17- 0- 0 UPLIFT REACTION(S) : Support 1 -412 lb Support 2 -412 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Trues Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.49 ft, mph 80 CBC Special.Occupancy, Dead Load 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LW TC Vert 80.00 - 1- 0- 0 80.00 0- O- 0 0. TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0. TC Vert 145.62 8- 0- 0 145.62 17- 0- 0 0. TC Vert 60.00 17- 0- 0 60.00 25- 0- 0 0. TC vete BU.UU i:i- u- 0 00.00 cc e 9 9. BC Vert 48.54 0- 0- 0 48.54 25- 0- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 17- 0- 0 1.00 TC Vert 154.0 17- 0- 0 0.00 TC Vert 0.0 24-10- 4 1.00 y 1 � 1� w cr- 6 9 MAX DEFLECTION (span) : L/99I IN MEM 10-11 (LIVE) L= -0.15" D= -0.22" T= - Joint Locations 1 0- 0- 0 7 25- 0- 0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 T 4 5 12- 6- 0 17- 5- 4 10 12- 11 17- 6- 0 5- 4 6 20- 7- 2 12 25- 0- 0 3-3-9 SHIP =0-3-15 ,�--� 25-M1 11 12 7.612 4-1� 4-11-4 7-6-12 7-6.12 12.6-0 17-5-4 25-0-0 STATt FFG 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 - This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' JOLO T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCT! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p you anruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A P p g 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.S acin 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036, TOTAL 40.00 psf Seqn T6.4.22 - 0 37" lJob Name: MRAMRS. BRENT GILHOUSEN Truss ID: F2 Qtv: 1 Drwa: G X -IOC REACT SIZE REQ'D 1 0- 1-12 1080 3.50'• 1.55" 2 24-10- 4 1080 3.50" 1.55" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 -2461 0.06 0.13 0.19 2-3 -2226 0.04 0.07 0.12 3-4 -2610 0.10 0.22 0.32 4-5 -2610 0.10 0.22 0.32 5-6 -2225 0.04 0.07 0.12 6-7 -2461 0.06 0.13 0.19 BC FORCE AXL END CSI 8-9 2301 0.34 0.11 0.45 9-10 2099 0.31 0.08 0.40 0-11 2099 0.31 0.08 0.40 1-12 2301 0.34 0.11 0.45 WEB FORCE CSI WEB FORCE CSI 2-9 -235 0.07 5-10 553 0.19 3-9 229 0.09 5-11 229 0.09 3-10 553 0.19 6-11 -235 0.07 4-10 -333 0.07 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 1650F-1.58 WEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BOLL. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace ® 24" o.c. unless noted. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This trues is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Trues Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.83 ft, mph80 CBC Special Occupancy, Dead Load X12.6 psf 4-4-14 3-1-14 4-11-4 4-1� 3-114 4.4-14 4-4-14 7.6-12 12-6-0 17-5-4 20-7-2 25-" 9-11-11 i 9-11-11 I 1 2 3 4 5 6 7 4� 900 -4.00 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7- 0-15 17- 0- 0 UPLIFT REACTION(S) : Support 1 -215 lb Support 2 -215 lb Joint Locations 1 0- 0- 0 7 25- 0- 0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 4 12- 6- 0 10 12- 6- 0 5 17- 5- 4 11 17- 5- 4 6 20- 7- 2 12 25- 0- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® T R U S S WO R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk: DL DS nr' JOLO g A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cueing Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA Cl'- 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. ec Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- o- o Design Spec CBC -01 Seqn T6.4.22 - 0 32-1 lJob Name: MRAMRS. BRENT GILHOUSEN Truss ID: F2D Qtv: 1 Drwa: lG X -IAC REACT SIZE REQ'D 1 0- 1-12 1080 3.50" 1.55" 2 24-10- 4 1080 3.50" 1.55" .G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 -2461 0.06 0.13 0.19 2-3 -2226 0.04 0.07 0.12 3-4 -2610 0.10 0.22 0.32 4-5 -2610 0.10 0.22 0.32 5-6 -2225 0.04 0.07 0.12 6-7 -2461 0.06 0.13 0.19 SC FORCE AXL END CSI 8-9 2301 0.34 0.11 0.45 9-10 2099 0.31 0.08 0.40 0-11 2099 0.31 0.08 0.40 1-12 2301 0.34 0.11 0.45 REB FORCE CSI WEB r6mr C91 2-9 -235 0.07 5-10 553 0.19 3-9 229 0.09 5-11 229 0.09 3-10 553 0.19 6-11 -235 0.07 4-10 -333 0.07 TC 2x4 SPF 1650F-1.58 BC 2x4 SPF 1650P-1.58 WEB 2x4 HP STUD Loaded for 10 PSP non -concurrent BCLL. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg width - 20.00 ft Mean roof height - 11.71 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + Designed for 1.0 R lbs drag load applied evenly along the top chord to the chord 0 ea. bearing (unless noted), concurrently with dead + 0 9 live loads. D.P. - 1.33 Horiz. reaction 1.0 R lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 4-4-14 3-1-14 411-4 411-4 3-1-14 4-414 4-4-14 7-6-12 12-6-0 17-5-4 20-7-2 25-" 9-3-7 9-3-7 2 3 4 5 6 7 400 9-0-0 -4.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 17- 0- 0 UPLIFT REACTIONS) : Support 1 -215 lb Support 2 -215 lb 10-0 26-M 8 9 10 11 12 1 7-6- 12 1 411-4 4-1� 7'8� 7-6-12 12.6-0 17-5-4 25-0-0 T 3-8-13 SHIF =03-15 INdf OGPL99TI^N (npen) r L/999 IN MSM 9-10 (LIVE) L= -0.13" D= -0.19" T= Joint Locations 1 0- 0- 0 7 25- 0- 0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 4 12- 6- 0 10 12- 6- 0 5 17- 5- 4 11 17- 5- 4 6 20- 7- 2 12 25- 0- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: DL T R U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Truss! utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install sw and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Trual software', 'ANSIrrPI I','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 40.00 psf O.C.Spaeing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.22 - 0 3211 Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: F3 Qty: 1 Drwg: .G X -IAC REACT SIZE REQ 'D 1 0- 1-12 1080 3.50" 1.55" 2 24-10- 4 1080 3.50" 1.55" .G REQUIREMEmaterial at each bearing shown are based ONLY the truss TC FORCE AXL BND CSI 1-2 -2461 0.06 0.13 0.19 2-3 -2226 0.04 0.07 0.12 3-4 -2610 0.10 0.22 0.32 4-5 -2610 0.10 0.22 0.32 5-6 -2225 0.04 0.07 0.12 6-7 -2461 0.06 0.13 0.19 BC FORCE AXL END CSI 8-9 2301 0.34 0.11 0.45 9-10 2099 0.31 0.08 0.40 0-11 2099 0.31 0.08 0.40 1-12 2301 0.34 0.11 0.45 WEB F6RCE CSS WED MACE C52 2-9 -235 0.07 5-10 553 0.19 3-9 229 0.09 5-11 229 0.09 3-10 553 0.19 6-11 -235 0.07 4-10 -333 0.07 TYPICAL PLATE: 1.5-0 TC 2x4 SPF 1650F-1.513 BC 2x4 SPP 1650F-1.513 WEB 2x4 HP STUD Loaded for 10 PSF non -concurrent BOLL. 2x 4 web material vertical supports at 24" o.c. (by others and typical). Attach with 1.5-3 min. plates at top and bottom. This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 12.16 ft, mph80 CBC Special Occupancy, Dead Load = =12.6 psf Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace ® 24" o.c. unless noted. 4-44-4 3-13-114 4-11-4 4-11-4 3-13-114 4-4-14� 4-4-14 7-6-12 12-0-0 17-5-4 20-7-2 25-0-0 11-11-11 11-11-11 1 2 3 i 4r 5 6 7 400 i 9-0-0 -4.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 17- 0- 0 UPLIFT REACTION S) : Support 1 -215 lb Support 2 -215 lb 10H-0 25-0-0 8 9 10 11 7.6-12 -1 4-1� 4-1� 7-6-12 12-" 17.5.4 10�-0 12 7.6-12__, 25-0-0 MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.1311 D= -0.19" T-- Joint = Joint Locations 1 0- 0- 0 7 25- 0- 0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 4 12- 6- 0 10 12- 6- 0 5 17- 5- 4 11 17- 5- 4 6 20- 7- 2 12 25- 0- 0 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can TrUSSI p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles 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 I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 32'1 IJob Name: MR"&MRS. BRENT GILHOUSEN Truss ID: E5B Otv: 1 Drwa: I X -IAC REACT SIZEREO'D 0- 1-12 916 3.50" 1.62" 2- 5- 8292 3.50 1.62" 4- 1- 5 67 3.50" 1.50" 5- 9- 1 44 3.50"1.50" 7- 4-13 34 3.50"1.50" 9- 0- 9 1006 3.50" 1.50" 10- 9- 1 55 3.50" 1.50" 12- 5- 8 155 3.50 1.50" 26- 2- d 805 3.50" 1.50" REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 -1901 0.27 0.31 0.58 2-3 873 0.03 0.50 0.53 3-4 -922 0.01 0.45 0.46 4-5 -1925 0.01 0.45 0.46 BC FORCE AXL BND CSI 6-7 0 6.o1 6.45 6.46 7-8 2952 0.41 0.12 0.54 8-9 2587 0.36 0.18 0.55 WEB FORCE W CSI WEB FORCE CSI 2-7 -773 0.20 3-8 1054 0.34 3-7 -888 0.69 4-8 -769 0.20 As .AL TC 2x4 SPF 165OF-1.58 BC 2x4 SPF 165OF-1.5E NEB 2x4 HF STUD GSL BLR 2x4 HF STUD Mark all interior bearing locations. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. + t + .. r + + ♦ + + + ♦ ♦ + ♦ + + + r r + Designed for 225 Plf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 % live load. Duration -1.33. Partial continuous bearing reaction - 476 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. a t t + + + r + t r + a + + r ♦ + t + + + Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSP non -concurrent BCLL. Install interior support(s) before erection. Gable verticals are 2x 4 web material space at 16.0 " O.C. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [a] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in rho rut=s plane and nreatina B ear wall action to resist diaphragm loads. UPLIFT REACTION(S) : d Joint Locations Support 1 -602 lb 1 Support 2 -94 lb 6 Support 3 -36 lb 0- 0 Support 4 -7 lb 6-11-14 Support 5 -5 lb 9- Support 6 -284 lb 3 Support 7 -16 lb 8 Support 8 -13 lb 3- 7 Support 9 -127 lb 19- 4- 2 HORIZONTAL REACTIONS) 26- support 1 643 lb 5 support 2 -1045 lb support 6 3353 lb Scale: 3/16" = V support 8 -2951 lb WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. support 9 -323 lb Eng. Job: EJ. This truss is designed using the WO: J5093 CBC -01 Code. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Bldg Enclosed - Yes, Importance Factor - 1.00 Chk: DL Trues Location - End Zone Hurricane/Ocean Line = No , Exp Category = C and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Bldg LBl1jER s 4U.UU IL, altly NSOLL = 1.0:00 fL Dsgnr' JOLO Mean roof height = 12.36 ft, mph = so CBC Special Occupancy, Dead Load 12.6 psf are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 80.00 - 1- 0- 0 80.00 0- 0- 0 0.1 TC Vert 60.00 0- 0- 0 60.00 26- 4- 0 0.5 BC Vert 20.00 0- 0- 0 20.00 26- 4- 0 0.0 6-11-14 6-2-2 6-2-2 6-11-14 , 6-11-14 13-2-0 19-4-2 26-4-0 MAX DEFLECTION (span) 13-2-0 13-2-0 L/999 IN MEM 8-9 (LIVE) 1 2 3 4 5 L= -0.10" D= -0.15" T= - 4.00 4-4 -400 =b-3-15 Joint Locations LLJ cc 1 0- 0- 0 6 0- 0- 0 2 6-11-14 7 9- 0- 9 3 13- 2- 0 8 17- 3- 7 T 4 19- 4- 2 9 26- 4- 0 5 26- 4- 0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V =b-3-15 26" LLJ cc 6 7 8 9 9-09-09 8-2-13 9-0-9 J 9-0-9 17-3-7 26-4-0 Q7ATG �F GP TYPICAL PLATE: 1.5-3 6/27/2005 OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 p psf O.C.S acin 2-0-0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 26" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: F4 Qty: 5 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5E Plating Spec : ANSI/TPI - 1995 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer UPLIFT REACTION(S) 1 0- 1-12 1080 3.50" 1.5511 " BC 2X4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -215 lb 2 24-10- 4 1000 3.50" 1.50WEB 2x4 HF STUD MULTIPLE LOAD CASES. T R U S S WO R KS Support 2 -191 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing DurFacs L=1.25 P=1.25 A Company You Can Truss! CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Truss Location - End Zone 1-2 -2352 0.07 0.29 0.36 O.C.Spacing z- o- o Desert, CA. 92211 Hurricane/ocean Line - NO , Exp Category = C 2-3 -2073 0.04 0.32 0.35 Phone (760) 341-2232 Bldg Length = 40.00 ft, Bldg Width 20.00 ft 3-4 -2073 0.04 0.32 0.35 Design Spec CBC -01 Fax # (760) 341-2293 Mean roof height - 12.25 ft, mph80 =12.6 4-5 -2352 0.07 0.29 0.36 Seqn T6.4.22 - 0 CSC Special Occupancy, Dead Load = psf BC FORCE AXL END CSI 6-7 2188 0.27 0.25 0.52 7-8 1456 0.16 0.28 0.43 8-9 2188 0.27 0.25 0.52 WEB FORCE CSI WEB FORCE CSI 2-7 -408 0.10 3-8 652 0.23 3-7 652 0.23 4-8 -408 0.10 DAR DErLECT2011 (agan) L/999 IN MEM 7-8 (LIVE) L= -0.12" D= -0.1811 T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 7-14 7 8- 7- 4 6-7-14 i 5-10-2 3 12- 6- 0 8 16- 4-12� 5-10-2 6-7-14 4 18- 4- 2 9 25- 0- 0 6-7.14 12-0-0 18-4-2 25-0-0 5 25- 0- 0 12-" I 12.6-0 1 2 3 4 5 400 -4.00 7 4-4 11� . 25-0-0 6 7 8 9 88-7-4 77-9-8 8-7-4 8-7-4 16-4-12 25-0-0 4 =0-3-15 Y4�l �v T Q �1°� � o 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr• NOLO g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-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 z- o- o Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',Palm 'ANSI/TPI Phone (760) 341-2232 1.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 10.00 psf Design Spec CBC -01 Fax # (760) 341-2293 WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 1111 lJob Name: MRAMRS. BRENT GILHOUSEN Truss ID: F5 Qtv: 2 Drwa: RG X -LOC REACT SIZEREQ'D 1 0- 2-12 3672 5.50" 3.02" 2 24- 9- 4 4313 5.50" 3.55" RG REQUIREMENTS shown are based ONLY In the truss material at each bearing TC FORCE AXL BND CSI 1-2 -8292 0.25 0.50 0.75 2-3 -8005 0.13 0.19 0.32 3-4 -8117 0.20 0.15 0.34 4-5 -10747 0.46 0.41 0.87 BC FORCE AXL BND CSI 6-7 7844 0.37 0.48 0.86 7-8 5360 0.25 0.48 0.73 8-9 8444 0.40 0.28 0.68 9-10 10158 0.48 0.24 0.72 WEB FORCE CSI WEB FORCE CSI 7.7 A96 n.na 4-8 -1167 0.11 3-7 3171 0.55 4-9 2165 0.37 3-8 3333 0.58 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 1650P -1.5E BC 2x6 HF 1650F -1.5E WEB 2x4 HP STUD GBL ELK 2x4 HF STUD Lumber shear allowables are per NDS. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supporta 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This trues requires adequate sheathing, as ae#Sgaea ey ULItels, applied Lw LL. Lraas face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 30 PSP non -concurrent BOLL. + + + + + + + + + + + + + + + + + + + + + + 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). + + + + + + t + + + + + + + + + + + + + + + 2-PLY1 Nail w/10d BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 --PER FOOTI•- 6-10-14� 5-7-2 5-7-2 6-10-14 6-10.14 12-0-0 18-1-2 25-0-0 12-6-0 I 12-0-0 2-PLYS 1 2 3 4 5 REQUIRED4� -4� UPLIFT REACTION(S) : Support 1 -703 lb Eng. Job: EJ. Support 2 -826 lb ® , This truss is designed using the Chk• DL CBC -01 Code. Bldg Enclosed - Yes, Importance Factor 1.00 Dsgnr• JOLO Trues Location - End Zone T R S S WO R Hurricane/Ocean Line - No , Exp Category C ' Bldg Length - 40.00 ft, Bldg Width 20.00 ft TC Live 16.00 psf Mean roof height - 12.25 ft, mph 80 U KS CBC Special Occupancy, Dead Load 12.6 psf A Company YCT! p you anruss ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 25- 0- 0 0.5 TC Vert 80.00 25- 0- 0 80.00 26- 0- 0 0.1 BC Vert 224.17 0- 0- 0 224.17 25- 0- 0 0.3 ..Type... lbs X.Loc LL/TL Palm DesertCA. 92211 Desert, TC Vert 0.0 24- 9- 4 1.00 BC Dead 10.00 psf BC Vert 801.0 20- 9- 4 0.40 Phone (760) 341-2232 =0-3-15 MAX BIPLECTTOH (90&r1) L/999 IN MEM 7-8 (LIVE) L= -0.19" D= -0.28" T-- Joint = Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6-10-14 7 8- 9- 4 3 12- 6- 0 8 16- 2-12 4 18- 1- 2 9 20- 9- 4 5 25- 0- 0 10 25- 0- 0 n8014 G11 25-0-0 6 7 8 9 10 88-9-4 16-2-12 -0 2525-0-0 i`TATC nF GQy 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO T R S S WO R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' TC Live 16.00 psf DurFacs L=1.25 P=1.25 U 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 YCT! p you anruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Palm DesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 17" lJob Name: MRAMRS. BRENT GILHOUSEN Truss ID: G1 Qtv: 1 Drwa: G X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E Plating Spec : ANSI/TPI - 1995 1 0- 1-12 810 3.50" 1.50 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF 2 12- 4- 4 890 3.50" 1.50" WEB 2x6 HF 1650F-1.SE MULTIPLE LOAD CASES. G REQUIREMENTS shown are based ONLY Permanent bracing SS required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607 the truss material at each bearing prevent rotation/toppling. See BCSI 1-03 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 and ANSI/TPI 1. 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 FORCE AXL BND CSI 1-2 -1677 0.04 0.32 0.35 2-3 -1677 0.04 0.32 0.35 BC FORCE AXL END CSI 4-5 1549 0.20 0.39 0.59 5-6 1549 0.20 0.39 0.59 WEB FORCE CSI WEB FORCE CSI 2-5 303 0.04 66-3-0 6-3-0 400 354# ` 4-4 -4.00 6-3=0 12-6-0 3 UPLIFT REACTION(S) : Support 1 -184 lb Support 2 -202 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.21 ft, mph 80 CHC Special Occupancy, Dead Load 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 12- 6- 0 0. TC Vert 80.00 12- 6- 0 80.00 13- 6- 0 0. BC Vert 41.25 0- 0- 0 41.25 12- 6- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 188.7 6- 3- 0 1.00 TC Vert 165.1 6- 3- 0 0.00 TC Vert 0.0 12- 4- 4 1.00 4 66-3-0 6-3-0 5 s 6-3-0 12.6-0 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.05" D= -0.07" T-- Joint = Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 3- 0 5 6- 3- 0 3 12- 6- 0 6 12- 6- 0 2-8-11 SHIP JO -3-15 /2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 318" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO T R S S W are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 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 YCT! 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 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles 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 SC Live 0.00 psf P O.C.S acin 2- 0- 0 p s Palm Desert, CA. 92211 and brace this truss m accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSVTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 L2" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: G2 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 580 3.50" 1.50 BC 2x4 SPP 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -133 lb 2 12- 4- 4 500 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -121 lb G REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing End verticals designed for axial loads only. CBC -01 Code. Extensions above or below the truss profile Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL END CSI (if any) require additional consideration Truss Location End Zone 1-2 -914 0.01 0.27 0.27 (by others) for horiz. loads on the bldg. Hurricane/Ocean Line - No , Exp Category 6 C 2-3 -775 0.01 0.39 0.40 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.16 ft, mph80 BC FORCE AXL END CSI CBC Special Occupancy, Dead Load 612.6 psf 4-5 830 0.10 0.18 0.29 5-6 82 0.00 0.18 0.18 WEB FORCE CSI WEB FORCE CSI 2-5 -143 0.03 3-6 -457 0.09 3-5 826 0.29 66-0� 6-" 6-6-0 12.6-0 6-0-0 6.6-0 1 2 3 F-4.00 MAR D2PLECPIUN top", ' L/999 IN MEM 4-5 (LIV13) L= -0.04" D= -0.06" T= IV Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 0- 0 5 6- 7-14 3 12- 6- 0 6 12- 6- 0 jr Vr �1°� (]� cru ¢ y c� 4 12 s-0 5 s 6-7-14 5-10-2 ds 6-7-'4 12� �P�? STATEU6727/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Tri 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 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acro 2- 0. 0 P 9 Palm Desert, CA. 92211 and brace this truss ut accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI Standard INSTALLING BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1.,'WTCA I' - Wood Truss Council of America Design Responsibilities,'HANDLING AND 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 40.00 psf Seqn T6.4.22 - 0 Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: G3 Qtv: 1 Drwa: RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5E 1 0- 1-12 580 3.50'•1.50'• BC 2x4 SPP 1650F-1.SE 2 12- 4- 4 500 3.50'• 1.50'• WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. n the truss material at each bearing This truss is designed using the CBC -01 Code. TC FORCE AXL END CSI Bldg Enclosed - Yee, Importance Factor - 1.00 1-2 -687 0.01 0.52 0.53 Truss Location - End Zone 2-3 -446 0.00 0.32 0.32 Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width 20.00 ft BC FORCE AXL END CSI Mean roof height = 11.50 ft, mph80 4-5 595 0.07 0.39 0.46 CBC Special Occupancy, Dead Load X12.6 psf 5-6 111 0.00 0.39 0.39 WEB FORCE CSI WEB FORCE CSI 2-5 -272 0.07 3-6 -549 0.12 3-5 639 0.22 8-" 1 400 2-11-15 3-4 IO -3-15 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 11-0-0 12-6-0 88-" 8-" 3-4 UPLIFT REACTIONS) : Support 1 -127 lb Support 2 -127 lb HORIZONTAL REACTION(S) support 1 111 lb support 2 111 lb 4-0-0_i 12.6-0 3 4 5 6 9-8-8 22-9-8 9-8-8 12.6-0 MAA IJEFLEO'llun (aYau) L/999 IN MEM 4-5 (LIVE) L= -0.13" D= -0.20" 1-- Joint = Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 0- 0 5 9- 8- 8 3 12- 6- 0 6 12- 6- 0 AHITE�T GARAl- CO CO O W LLJ �o 1-15 3-3-11 SHIP STATE OFA 6/27/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 318" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCT! p you anruss 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 componcnts members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p O.C.$ acing 2- 0. 0 p 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 P- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf $eqn T6.4.22 - 0 34•' lJob Name: MR.&MRS. BRENT GILHOUSEN Truss ID: G4 0tv: 1 Drwa: IRG X -LOC REACT SIZE REQ'D 1 0- 1-12 580 3.50" 1.50" 2 12- 4- 4 500 3.50" 1.50" IRG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL END CSI 1-2 -955 0.01 0.20 0.21 2-3 -768 0.00 0.20 0.21 3-4 0 0.00 0.08 0.08 BC FORCE AXL END CSI 5-6 873 0.11 0.18 0.29 6-7 265 0.03 0.18 0.21 WEB FORCE CSI WEB FORCE CSI 2-6 -313 0.06 3-7 -455 0.17 3-6 578 0.20 4-7 -85 0.02 TC 2x4 SPP 1650P -1.5E BC. 2x4 SPF 1650F-1.SE NEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BCLL. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yea, Importance Factor - 1.00 Trues Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.83 ft, mph80 CBC Special Occupancy, Dead Load =12.6 psf UPLIFT REACTIONS) : Support 1 -120 lb Support 2 -134 lb HORIZONTAL REACTION(S) Support 1 140 lb support 2 140 lb 5-45-4 4-7-2 22-" 5-4-14 10-M 12-6-0 1 10-0-0 1 2-6-0 1 2 3 4 F4 _00 ,tel 12-6-0 5 6 7 MAA USELAL11UN (apau) . L/999 IN MEM 5-6 (LIVE) L= -0.03" D= -0.05" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 5- 4-14 6 6- 7-14 3 10- 0- 0 7 12- 6- 0 4 12- 6- 0 6-76-7 6-10-24 12-" 6/27/2005 6-7-,4 12.6-0 All plates are 20 gauge Truswal Connectors preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' (unless WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 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! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-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 p O.c.spacing 2-0-0 Desert, Palm DesertCA. 92211 and brace this truss to accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI Phone (760) 341-2232 I','WTCA I' - Wood Truss Council of America Standard Design Responsibi lities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET' by TPI. The Truss Plate Institute is BC Dead 10.00 psf Design Spec CBC -01 Fax # (760) 341-2293 - (HIB -91) and'HIB-91 (TPI) located at D'Onof io Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 08" Job Name: MR.&MRS. BRENT GILHOUSEN ' Truss ID: G5 Qty: 1 Drwg: RG X -IAC REACT SIZE REQ •D 1 0- 1-12 580 3.50" 1.50" 2 12- 4- 4 500 3.50'• 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -850 0.00 0.42 0.42 2-3 -549 0.00 0.42 0.42 BC FORCE AXL END CSI 4-5 770 0.09 0.25 0.34 5-6 177 0.00 0.25 0.25 WEB FORCE CSI WEB FORCE CSI 2-5 -461 0.12 3-6 -491 0.19 3-5 678 0.23 TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BOLL. This trues is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 12.09 ft, mph80 CBC Special Occupancy, Dead Load = =12.6 psf Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -109 lb MULTIPLE LOAD CASES. Support 2 -146 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. HORIZONTAL REACTIONS) End verticals designed for axial loads only. support 1 177 lb Extensions above or below the truss profile support 2 177 lb (if any) require additional consideration ' noted. Bracing shown is for lateml support of components members only to reduce buckling length. This component shall not beplaced in any psf (by others) for horiz. loads on the bldg. 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 6-76-714 6-10-2 6-7.14 12-6-0 12-0-0 1 2 - 3 4.00 3-4 man L'EFLIICTIO11 (opar.) L/999 IN MEM 4-5 (LIVE) L= -0.07" D= -0.11" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 7-14 5 8- 7- 4 3 12- 6- 0 6 12- 6- 0 ��.GARZgNo Z) 5 4-7-11 SHIP FJ" STATE OF GP JV* 4% 11-0-0 1 12-0-0 5 _ - 6 6/27/2005 4 88-7�3-10-1� � All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per JoWdetail Reports available from al software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateml support of components members only to reduce buckling length. This component shall not beplaced 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 Curing Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 18" Job Name: MRAMRS. BRENT GILHOUSEN . Truss ID: G6 Qty: 5 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 575 3.50" 1.50'• BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -104 lb 2 12- 1-12 542 3.50" '• 1.50WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -167 lb RG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. HORIZONTAL REACTIONS) n the truss material at each bearing Right Overhang(s) are not to be removed. End verticals designed for axial loads only. support 1 185 lb OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 Extensions above or below the truss profile support 2 185 lb TC FORCE AXL HND CSI Right Overhang Soffit loading = 0.0 psf (if any) require additional consideration This truss is designed using the 1-2 -872 0.00 0.40 0.40 (by others) for horiz. loads on the bldg. CBC -01 Code. 2-3 -67 0.00 0.40 0.40 Bldg Enclosed = Yes, Importance Factor - 1.00 3 -OR -11 0.00 0.02 0.02 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C BC FORCE AXL HND CSI Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 4-5 784 0.10 0.19 0.29 Mean roof height - 12.09 ft, mph=80 5-6 . 776 0.10 0.19 0.29 CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI 2-5 186 0.07 3-6 -172 0.07 2-6 -850 0.65 6-7-14 5-10-2 6-7-14 12-6-0 2 3 400 MAR DEFLECTION (9PAR) L/999 IN MEM 4-5 (LIVE) L= -0.04" D= -0.06" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 7-14 5 6- 7-14 3 12- 6- 0 6 12- 6- 0 4� �OpnvtueV�� 3-4 °r_ 4-6-0 4 a -*5-15 5.0-2 1n1 oPc� SHIP O STATE 3-4- I0-3-15 1.5-3 34 0-2-8 11-" 12.6-0 e! 4 5 6 6-7-14 5- 6/27/2005 � 1_ 0� All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gaugtlal boned per Joint Detail Reports availabl�fpo% Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: JOLO utilized on this design meet or exceed the loading imposed by the local building code and the panicular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 75-110 St. Charles pl. ste-11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Repons available as output from Truswal software', BC Live 0.00 psf O.C.SpaCing 2- 0- 0 Palm Desert, CA. 92211 'ANSIfTPI 1.,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 10" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: G6A Qty: 1 Drwg: RG X -IOC REACT SIZE REQ'D 1 0- 1-12 575 3.50" 1.50" 2 12- 1-12542 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -872 0.00 0.40 0.40 2-3 -67 0.00 0.40 0.40 3 -OR -11 0.00 0.02 0.02 BC FORCE AXL HND CSI 4-5 784 0.10 0.19 0.29 5-6 776 0.10 0.19 0.29 WEB FORCE CSI WEB FORCE CSI 2-5 186 0.07 3-6 -172 0.07 2-6 -850 0.65 TC 2x4 SPP 1650F-1.58 BC 2x4 SPF 165OP-1.SE WEB 2x4 HF STUD GBL BLR 2x4 HP STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to revist diaphragm loads. Right Overhang s) are not 46 De remOVUU. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI Right Overhang Soffit loading - 0.0 psf Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BOLL. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 6-7-14 5-10-2 6-7.14 12-6-0 2 3 4.00 UPLIFT REACTION(S) : Support 1 -104 lb Support 2 -167 lb HORIZONTAL REACTIONS) support 1 185 lb support 2 185 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 12.09 ft, mph80 CBC Special Occupancy, Dead Load X12.6 psf 5-0-2 SHIP MAX DB[+'L]3PTMN (span) : L/999 IN MEM 4-5 (LIVE) L= -0.04" D= -0.06" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 7-14 5 6- 7-14 3 12- 6- 0 6 12- 6- 0 )1-" I q:L--4q I 12.6-0 TYPICAL PLATE: 1.5-3 4 5 6 6/27/2005 6-7-14 6-10-2 V J All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gaugtjblitioned per Joint Detail Reports availablM% Truswal software, unless noted. Scale: 11/32" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ®WARNINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr- JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A 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 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Repots available as output from Truswal software', 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'FIANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 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 40.00 psf Seqn T6.4.22 - 0 10" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: H1 B Qty: 1 Drwg: G X -LOC REACT SIZEREQ'D 1 3- 8-14 1163 4.95"1.54" 2 11- 3-13 150 1.50"1.50" 3 15- 3-13 110 1.50" 1.50" 4 16- 1- 4 24 3.50 1.50" 5 11- 1- 5 276 3.50" 1.50" G REQUIREMENTS Shown are based ONLY the truss material at each bearing TCFORCE AXL END CSI L- 1 80 0.01 0.84 0.85 1-2 2036 0.30 0.53 0.83 2-3 2055 0.31 0.13 0.43 3-4 -388 0.00 0.17 0.17 4-5 -74 0.00 0.17 0.17 5-0 -37 0.00 0.10 0.10 0-0 -15 0.00 0.06 0.06 0-0 2 0.00 0.00 0.00 at. *anon NE6 DIs :1* 6-7 -1992 0.01 0.18 0.20 7-8 -1060 0.00 0.18 0.18 8-9 357 0.03 0.04 0.07 9-0 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-7 131 0.04 4-8 -300 0.06 3-7 -1512 0.29 4-9 -429 0.12 3-8 971 0.34 TC 2x4 SPP 1650E -1 -SE BC 2x6 HF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. Install interior support(s) before erection. Shim bearings (if needed) for req. support. HORIZONTAL REACTION(S) support 1 180 lb support 5 180 lb r r . . . . . a . . . . . . . . . . . r . . OVERHANG(S) MAY BE SHORTENED IIP TO 3" MAX.1 Overhang Soffit loading - 0.0 psf . . . . . . . . . . . . . . . . . . . . . . 4-1-15 -1-4-0 262# -3-15 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. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 3-8-14rL�� 3-2-0 3-2-0 3-8-14 8-1-13 113-12 283 UPLIFT REACTIONS) : Support 1 -268 lb Support 2 -107 lb Support 3 -109 lb Support 4 -60 lb Support 5 -122 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line ='No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 11.35 ft, mph80 CSC Special Occupancy, Dead Load = =12.6 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 - 1- 5- 6 60.00 0- 0- 0 0.5 TC Vert 0.00 0- 0- 0 142.31 9-10-13 0.5 TC Vert 30.00 9-10-13 30.00 16- 3- 0 0.5 BC Vert 0.00 0- 0- 0 47.44 9-10-13 0.0 BC Vert 10.00 9-10-13 10.00 11- 3-12 0.0 ..1wd... 1011 A. LJUU LD/TL TC vert 262.0 - 1- 4- 0 0.40 1-5-0 , 4-11-4 11-3-12 6 7 8 9 3-83 8-14 4-4� 3-2-0 3-8-14 8-1-13 11-3-12 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= 0.00" D= -0.01" T= - MAX DEFLECTION (cant) : L/999 IN MEM 6-7 (LIVE) L= -0.03" D= -0.04" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 8-14 7 3- 8-14 3 4-11-13 8 8- 1-13 4 8- 1-13 9 11- 3-12 5 11- 3-12 T o�CKIT ECr ,q k, �OGARY • N 11-15 4-5-9 5SHIP ` 4V41 ILLJ � v ,�OJ�Cr- Ct 6/27/2005 OVER 5 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: 9132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS 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 YCT! p you anruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.22 - 0 )1" )7" Job Name: MR.&MRS. BRENT GILHOUSEN Truss ID: H4 Qty: 1 Drwg: G X -LOC REACT SIZE REQ'D 1 0- 1-12 776 3.50"1.50" 2 11- 3-12 -12 3.50"1.50" 3 15- 3-12 103 3.50" 1.50" 4 18- 4-14 47 3.50" 1.50" 5 11- 1- 4 1204 3.50" 1.73" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI L- 1 83 0.01 0.88 0.89 1-2 -1683 0.02 0.29 0.31 2-3 -107 0.01 0.44 0.45 3-0 -143 0.00 0.44 0.44 0-0 -61 0.00 0.23 0.23 0-0 -25 0.00 0.06 0.06 0-0 1 0.00 0.00 0.00 BC FORCE AXL END CSI 4-5 1627 0.22 0.15 0.37 5-6 1612 0.24 0.19 0.43 6-0 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-5 131 0.06 3-6 -837 0.16 2-6 -1599 0.70 TC 2x4 SPP 1650F-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. Install interior support(s) before erection. Shim bearings (if needed) for req. support. Due to high uplift reaction, this truss requires special connection details (designed by others) to secure truss to a rigidly anchored support. . . . r r . . . . t . . . . . . . . . . . . OVERHANG S) MAY BE SHORTENED UP TO 3" MA.X.I Overhang Soffit loading - 0.0 psf . . . . . . r . . . . . . . . . . . . . . . 6-7-4 6-7-4 283 4-8-3 5.6 275 33-4 3-4 To -3-1 s 1.41 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. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. This truss is designed using the CBC -01 Code. Bldg Enclosed - Yee, Importance Factor . 1.00 Truss Location - End Zone Hurricane/Ocean Line . No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.34 ft, mph80 CBC Special Occupancy, Dead Load =12.6 psf 2 1.5-3 4-7-12 11-3-0 3 UPLIFT REACTIONS) : Support 1 -179 lb Support 2 -592 lb Support 3 -114 lb Support 4 -61 lb Support 5 -254 lb HORIZONTAL REACTION(S) support 1 203 lb support 5 203 lb ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 - 1- 5- 6 60.00 0- 0- 0 0.5 TC Vert 0.00 0- 0- 0 141.35 9-10- 0 0.5 TC Vert 30.00 9-10- 0 30.00 18- 5-10 0.5 BC Vert 0.00 0- 0- 0 47.12 9-10- 0 0.0 BC Vert 10.00 9-10- 0 10.00 11- 3- 0 0.0 ..Type... lbs x.Loc LL/TL TC Vert 275.0 - 1- 4- 0 0.40 1s� tt 3 11-3-12 15-3-12 18-5-10 , 0-:0 11.5-0 I 7-2-10 11-3-0 4 5 6 6-7-4 4-7-12 i 6-7-4 11-3-0 T t 1-8-5 4-11-13 SHIP 1-3-7 i MAX DEFLECTION (open) : L/999 IN MEM 4-5 (LIVE) L= -0.06" D= -0.10" T= Joint Locations 1 0- 0- 0 a 0- 0- 0 2 6- 7- 4 5 6- 7- 4 3 11- 3- 0 6 11- 3- 0 005 h 6/27/2005 OVER 5 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 114" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! p Y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss to accordance with the following standards: and Cutting Detail Reports available as output from Tmswal software', 'ANSI/TPI I','WTCA I'. Wood Truss Council Of America Standard Design Responsibilities, TIANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 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'Onofio 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 40.00 psf Seqn T6.4.22 - 0 16" Job Name: MRAMRS. BRENT GILHOUSEN Truss ID: H4C Qtv: 1 Drwa: G X -LOC REACT SIZEREQ'D 1 3- 8- 2 1130 3.50" 1.50" 2 11- 3-12 165 3.50" 1.50" 3 15- 3-12 123 3.50 1.50" 4 18- 4-14 41 3.50•' 1.50•' " 5 11- 1- 4 428 3.50•' 1.50 G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI L- 1 83 0.01 0.88 0.89 1-2 1282 0.19 0.22 0.41 2-3 -548 0.00 0.12 0.12 3-4 -96 0.00 0.09 0.10 4-0 -83 0.00 0.09 0.09 0-0 -62 0.00 0.08 0.08 0-0 -25 0.00 0.08 0.08 0-0 1 0.00 0.00 0.00 K FORCE AXL END CSI 5-6 -1341 0.02 U.03 U.Ub 6-7 -1263 0.03 0.05 0.07 7-8 512 0.04 0.03 0.08 8-0 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-6 -389 0.07 3-8 -531 0.11 2-7 1058 0.37 4-8 -171 0.03 3-7 -230 0.04 TC 2x4 SPF 165017-1.5E BC 2x6 HF 165017-1.5E WEB 2x4 HF STUD WEDGE 2x4 SPP 1650F -1.5E Lumber shear allowables are per NDS. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. ♦ r + + + + . ♦ + t a + + r r ♦ + + + + ♦ + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAR.1 Overhang Soffit loading = 0.0 psf t+ i i . i i i.♦ i 4 i i♦♦♦ i+ i+ i Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Mark all interior bearing locations. install interior support(s) before erection. Shim bearings (if needed) for req. support. Thistruss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 11.34 ft, mph80 CBC Special Occupancy, Dead Load =12.6 psf 66-M 22-7-8 22-7-8 6-" 8-7-8 11-3-0 1 2 3 4 283 1.5-3 3-4 5-5 3-8 4-0 3-4 2-4 3 3-0-0 T.1.41 11-3-12 UPLIFT REACTION(S) : Support 1 -282 lb Support 2 -108 lb Support 3 -116 lb Support 4 -62 lb Support 5 -149 lb HORIZONTAL REACTIONS) support 1 204 lb support 5 204 lb ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 - 1- 5- 6 60.00 0- 0- 0 0. TC Vert 0.00 0- 0- 0 141.35 9-10- 0 0. TC Vert 30.00 9-10- 0 30.00 18- 5-10 0. BC Vert 0.00 0- 0- 0 32.98 9-10- 0 0. BC Vert 7.00 9-10- 0 7.00 11- 3- 0 0. ..Type... lbs R.LOc LL/TL TC Vert 275.0 - 1- 5- 0 0.43 15-3-12 1818 PIASUBD'UElllun (spa") . L/999 IN MEM 5-6 (LIVE) L= 0.01" D= 0.021' T-- 15-3-12 = Joint Locations 1 0- 0- 0 5 0- 0- 0 2 6- 0- 0. 6 6- 0- 0 3 8- 7- 8 7 8- 7- 8 4 11- 3- 0 8 11- 3- 0 03" 0-0 7-2-10 11-3-0 5 6 7 8 6-" 2-7-8 2-7-8 6-" 8-7-8 11-3-0 6/27/2005 OVER 5 SUPPORTS V / J 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: 1l4" = V WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: J5093 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: DL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO ar e to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCT! 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 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles 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 P O.C.S actin 2- 0- 0 P s Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Derail Reports available as output from Truswal software'. 'ANSI/TPI 1','WTCA I'. \wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 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 (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.22 - 0 03" E j A I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLFN•F OIL 4.'.O" D.G, 2. 2x4 N I HF OR N2 DF PURLINS 4' - 0 " O.0 3. 20 NI HF OR N2 DF CONTINUOUS STIFFENER ATTACHED TO POST - 4. HIP TRUSS NI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGNS S.1 EXTENDED END JACK TOP CHORD (TYPICAL). b. COMMON TRUSS. ' 5 7. HIS' CUKNEK KAFI EK. S. 10 CONTINUOUS LATERAL BRACING. 9 S ^ I 9. EXTENDED BOTTOM CHORD. L STABILITY OF ROOF IS PER BUILDING DESIGNER. tel" s SETBACK AS NOTED ON TRUSS DESIGN. HIP TRUSSES 24" O.C. (TYPICAL) ADEQUATE CONNECTION . BY OTHERS (1YPWAL). DATE WARNING Road all notes on tyle [hoot and ghv a copy o1 M to the Erecting Con&actoa The aagr s for rr rlu.al,wO al.ial.r.r tic own Da.W a rarnirarorls wo.aw q rr. cmw..r alr.dam.rr rile carr . /► /` acmbm aanw rw1 or avr.rr.rrrlowr d TPI am ATM a.irn wwla.ra. Na rwpyrspYy. rrwrr.a for amw o" acawfi• ;. proanuam No w tl m iArr4 ar Ca M— r _%ft—r -&- w.lOrrV *~W err r 4raAlaa Ta. o.m+w ar.,pw wrr .."Mn Orr Wo boa HIP FRAMING DETAIL 1/21/98 'j' a' wrp'a'" we" "� a at bw � aoow a a ...anal ori an r, card r ooa.o a ram m roar rA.W" area ar can. arras array Y.ara q • pa rrwa.p wwwrl ar.rDp r1.ur.a v+w. owr.r m.0. crop morn o b Wral &WPM m oo.ponrp wr.rwo wW 10106" or"" lrgw The aw.prwr nrr cal w arrAo w rep arr.arlrrlr rr im .. carr. ar wait"aorawr a' w rooa 0"" 1" arar "r m.remr pre emmm. F. Qft. Arrr. mam AAs hra [r wrr a TI&GYVAL MTEMu cooVO"WH —d -"" W* W"NV W-Awat: 'TRI[COM MMMAL' W TAa"r.'QILWTY CONTROL STA49AM FOR M[TAL PLATE CClaaalMO WOW TRIiNS • 40[%M).'"ANGLIN INSTALLING IVO anACINQ M[TAL /LAT[ COraECT[0 W000 TRIG[[[' • F1" a"O'mw SUMMARY SHEET* of� h1. TM Thr rice rlarrr R►q Y re+rr Y bq Oplorio t7rrw. Mraron. W.arun 57710. The AAMrraa Farr area FrPrr A.wpwra (ATM) Y Tana a IMO CarralnA Aq, NN, fir ?OD. MKMrrgorL OC 100.71 0 -4 ® �t h6, TRUSVM \�►ATW 'A SCSI TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800)322.4045 (719)598-5660 FAX (719) 598-8463 DETAILS FOR CONVENTIONALLY FRAMED VALLEY SETS PLAN VIEW A CENTER R:DG=_ DETAIL A PAFTEF a VALLEY RAFTER (TYP ) 2 -16d TOE NAILS' -72 (TYP < BLOCK WI' y ) • t 6d PLA' VIEW DETAIL C . 2 X 4 PURLIN TRUSS To. X CHORD \ ELEVATION VIEW _ 1 5- 2x4 BLOCK WITH 2 . 16d Notes: The maximum Tcra± Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Ch, -rd Dead Load = 7 PSF The design for 1¢l0-' loads and their connections is GIRDER DESIGNED -TO SUPPORT the responsibility of l.'ve Bu.lding Designer. The details THE "TIE-IN- TRUSSES provided address )r::vity aed wind uplift loads only per the UBC. The maximum w :.f speed is 85 MPH, 25 R Mean Roof Height (max.), Exp. C. B 16d box nails are ty, ;- al thsoughoul, except as noted (in details). The Center Ridge Rafter ( CRR ) is 2 x 6 stud. Attach this to the 1 x 8 with 4150 loe nails 12 from each face). Attach the C opposite end to the If -:ss Ih9 same. ELEVATION VIEW The Valley Rafler:, pt•-lins•and blocking malarial are 2 x 4 stud. The blocking mus' b,± paced 24- O.C. and be adequately braced in the lateral direct .n .1 6-C-0 O.C. Attach this blocking to the Valley Rafter With i 1;d. Atach this blocking to the purlin with 2-16d. The trusses below the valley are spaced 24. O.0 The purlins are full :ength under the valley set and must be installed at 24. O.C. They are :e ba atl:ched to each overlapping truss lop chord with 2-16d nails. If he} are -to[ one continuous length, add a 12- long nailer to the face o: ;he truss lop chord wilh /-16d End one purfin seclior. DETAIL 9 on the truss and be,7;n the additional section on the nailer. VALLEY RAF TER. A 1 x 8 Perimeter runne: must be attached through the sheathing and into each Iruss below wi;h 3-6d box nails. This I x 8 follows the outside ororiie of the valley. i The Va116Y Rafters -r: a spaced 24' O.C. A112 -ch them to the CRR with 1 5 2-16d toe nails. An.,:.h the opposite and to the 1 x.8 wrlh 3-8d foe nails. 2 X 4 BLOCK PLAN VIEW WITH 3 • 16d REG/ST y� C HA,9Z a� 0 y 1 X 6 I DETAIL 0 _n 77 PERIMETER 1 5• C) a RUNNER VALLEY PLA FT i� E=R 2-164d TO ~` k NAILS v ra o 7/16 '� O,o SHEATHING ELEVATION VIEW a PEAK PLATE: 3-4 (2x4) 5.5 (2x6) 6.6 (2x8) �I li .I II I1 I1 1.5-3, TYPICAL CONNECTION MAXIMUM 1'-0" EAVE WITH 6'-0" MAXIMUM BLOCKS @ 32"o.c. OR 2'-0' EAVE, / BRACE SPACING MAXIMUM, WITH 4x2 #2 OR BTR. OUTLOOKERS CUT INTO GABLE @ 32'o. c. I I 2x4 N2 MINIMUM CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTUIIE AT 6'-0" MAXIMUM. STRONGBACK AT; 2x4 STRONGBACK BRACED 4' -'IU" UIEAWAIV. 'IU IVIPM AT FVFRY W -O' MAXIMUM 4'-1.5'CLEARSPAN, 80 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24-o.c. �—_ _—I! _�_I.HEEL PLATE: 5.5 6.6 12X8) (2x6) F BC SPLICE; 3-4 (2x4) 5-512x6) CONTINUOUS SEAFlING WALL � 6-6(2x8) A MAXIMUM 40 PSF LIVE LOAD. BO MPI-) WIND EXPOSURE C, LESS THAN 20'-0" WALL HEIGHT. BRACING DETAILS GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE 7.x4 SOLID BLOCK WITH 3.16d NAILS EA. END AND Bid NAILS FROM SI4EATI-IING 8d AT 6" o.c. TRUSS, 8d AT 6' ox, TO BLOCK AT 6'o.c. / t—. t • ti 1-16d _ I Ya' NOTCH If 32" o.c. / 1 2.16d l SOLID BLOCK WITH 2.16d TOE - 2-16d 2x4 BRACE ( _ NAILED EA. END / WITH 4-16d NAILS I\/ )'LATE CODE SPAC11•I121 DATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS ,AII0%bI. TR p SWM �►�'A�'�►�/ SYinwis 117051NAL TYSIF.MS COWMANON BRACE zziWALL BRACING PER BUILDING' DESIGNER. 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24' o.c. TO THE WALL PLATE. SECTION A GABLE STU^�� AFjCL'/ � 0 140.611991 '2-1 d �qTF 0 F •GP��o k "v WA MMIYU Read aft notes on this sheet and give a copy of It to the Erecting Contractor. This design is for an individual building component. 11 has been based on specifications provaed by the component manufacturer and done in accr✓dnnca wilb the current versions of TPI and AFPA design standards. No responsibility is assumed lot dimensional accuracy. Dimensions are lobe Verdian by the component manufacturer and/or budding designer prior to fabrication. The building designar shall Ascanain that the loads utiutnn on tills design meet or exceed the loading imposed by the local•budding code. 11 is assumed that the loo chord is laterally braced by the roof or nnur sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless olnerwise noted. Bracing shown is for lateral suppnn of components members only to reduce buckling length. This component shall not be placed n any environment that •.will rause dire moislure content of the wood exceed 19". and/or cause coiutector plate corrosion. Fabricate. handle, install and orate this Wes in atcnnlance with the following standards: 'TRUSCOM MANUAL' by Tnrswal.'DUALITY CONTROL STANDARD Pon METAL PLATE CONNECTEC Yr000 ITIUSSES' • (OST -88). 'HANDLING INSTALLING AND BMCINO METAL PLATE CONNECTED WOOD TRUSSES' • (HIB -91) and'HIB-9t Sr.IIAI.4Any SHEET• by TPI. The Truss Plate Institute )TPI) is located a1 583 O'Onofno Orwe, Madison. Wisconsin 53719. The American Forest and NOTE: Vim Blocks may bL omitted where no vent is required. g U•34, T-34' v I � u N 7 t o' o c i1 7 H D-]4, T-11 Varlca to suit vent or outlooker Cutout for 2x4 lald Rat (Spacing per building tans) , J Alternate Stud Connection with Sia las \(�. Stud Connection 8 14ga x 1:111 , 1" Crown 11/4"long D-2.5.11 - T- 1 1 •nr equal Cutout for 2x4 laid Rat .(Spacing per bulldine plans 1x4 Add-on with 6d na it s at 1611b, c.' (by builder) 'OFF STUDICUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS 2-I6d nails 12 -� varies DESIGN FOR TYPICAL CABLE END TRUSS ICABLE FIND TRUSS , D-)4, T-34 2- 16d nail TRUSS 2-16d nail , ��,`co Truss W = 111 0�4 cc %A0. p 5 * A0�112 EXP �pSE _ r OF CPi Plitt LI GABLE END BRACING ANAIi EI DET11�� ATIJINT F.Ue No. Cable End Truss D&ie: 12/4/18 Ref: Del•Dy: JN C><.Dy: ; r..r..tcwKctenCllriY ..t...«..,»,.11{..{ I....... M ..1 ......,.w... �.: I•T1:{....o�,..,.....lr..l"bv.r,..nu.P.wwll•.�r. b4 w.lif.J{-... MM.. r, tii�». w.ti•1.�aw..ti�H.Ol:I wa MN. ti..11",..7 Y11.. r..��r w,.11 .t...n»wnl.r/V nnen,. r»,. A •pfA l.ww-I ti r. V 11-I; le .w,• pr y 1+.,.10" , Jl"wy 1 rwn r. «rn.� w.. r+ »4 • ,11" 1 ./1" .. t. Mo.., 1,. in 1:» .,•I.ry..�..�.o.ora.{000v....a....l.....�1�...,..al«,....»r..,...,.� ro.tna.n:. .lr.e.�....a.v.•, ww..,., MNa..r..,vrw+ca. wllvn ...,,..,. w.. ....... ,•.,.. Dant Mp,C4tt Lat of MArl M nC K I Is.n.v•o..y.•...t{~...I�c.to. n.11ol:vn�rll� TRUSWt-AL RDN`L 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 E2''31NEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR ( HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE. STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) ® A I (z) BLOCK _R{- BLOCK BLOCK O STUDS @• AL 16TY0. 1 ...! •1BLOCK. CR � TO? '� TOP PLATES CHORD SECT. A -A TRUSS I(TYP.) PROCEDURE: -�- 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL - 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND .REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSCN A35F (.OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALCG FOR DE SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS �QiS y i► _ ; _r 'X' BRACING C. OF TRUSS CR UJ Q O = ��,_B CC G�199� END VERTICAL RLN THROUGH TO BEAF * N�. 1120rj5 Q 10 ING . S OF WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR �) MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH- TRUSS . D�1j DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING L (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. '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 BOT CHORD B 2X TOP PLATE SECT. B 1-16d COMMON NAIL OR SIMPSON STC (OR EOUIV I TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M. CK. BY: WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH: 2 X TC TOP PLATE SECT. C 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. 1 TY P . ) TRUSS CLIP ®oma T \�i►`I��/ SYSiEM$ TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 C001 003160A 1/10/01 . Users of Truswal engineering: The TrusPIUSTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed �ngireering drawings from Truswal will show the required nuMber and approximz;te. locations of braces for each member needing bracing. In general, this bracing *is done by using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, co-inected and braced to the building per the buildirg designer (See ANSI/TPI Current version). The following are other options I%vhe� CLB bracing is not possibl,7• or desirable) that will also satisfy bracing reeds for individual members (no`., building system bracing): 1. A ' x or 2x structurally graded "T" brace may be ', wiled flat to the edge of the member with 10d common or box nails a'. 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or r,i:y be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Anl,! member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. 1. 90% L EXAMPLES 2. 90%L]- Please 0%L- Please contact a Truswal engineer if there are any questions. At TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame` joint with the procedure outlined below, provided that the following statements are true: • Ceiling loading is 10 PSF or less. • Trusses are spaced 24" o.c. or less. • False Frame verticals are spaced 6'-0" o.c. or less. • No additional point loads or uniform loads are p:esert on the false frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a supp:- ,1 bearing directly underneath the joint. • There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. • The joint fits tightly (within all TPI tolerances). • All lumber in the false frame is 2x4 or W. Repair as follows: 1. Cut a '/z" CCX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. - If one face of truss has missing plate, then gusset is required or. only that face. If both faces �;f the joint are unplated, then the gusset is required on each face. 3. Use (3) 8d nails into each member, from each face (see detail below). False frame refers only To non-structural members (zero design forces). I — Typicai Joint *REG/ST t--� yc' CHAR 4" o �O o• O 7 o CP J �RN/A LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. "THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. ANY PITCH CODE 12 MA3QMUM WIND SPEED IS 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS 2x4 CONTINUOUS LATERAL ',"' BRACING APPLIED AT 24'o.c. - ATTACH EACH BRACE TO THE 60TT01vi r nii: SV1-i h L- iud NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. SPACING OATE SECTION : Y CAP TRUSS 2-16d NAILS TOENAILED� 1 1/2, 7.-19d NrGll S 2x4 BRACE / M/a j I BOTTOM TRUSS— L CHORD/WEB SIZE ARE' PEI; TKiE APPROPRIATE '^UC .'AL DCSIGN. ARctii0 � o W r ♦c � v No 011991 1013112005 Q' �� EX E QZ q O T OF C k\-' WARNING Read ail notes on this sheet and give a copy o/ it to the Erecting Contractor This design Is lot an Individual building component. It has been based on specifications provided by the component manufacturer and done in UBC '„S accorclance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are V BC 24"o.c. 4-30-98 to be .eriaed by the component manufacturer and/or building designer prior to lahtiCalion. The building designer shall ascertain fruit the loads IM .utilited on this design meet or exceed the loading Imposed by the local building code. It is assumed that the lop chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing malarial rnreclly attached. unless otnemise noted Bracing Shown is for lateral support of componenls members only to reduce buckling length. This component Shall not be placed in any environment that A *-fir r, ; - - . -,I. Mr will /!S win cause the mo°sture content of the wood exceed 19% andlor cause connocly plate corrosion. Fabricate. handle. install and brace this truss in CAP C0i`..1 _ acco..G.A,S :.ell trq i -1110 -lig SItl:darCe: 'TRUSCOM 6:A;,UAL' by lmsv " -.UTY C.,NmOL SU.;UARC rUF UFTAL Pi CO:rnF.CT'c0 IIPU$WAL SYSIINiJ C0RI'Vt7A.:;;i� I , W0ori TRUSSES' • (OSbBB).'HANDLING IN$rALUNG ANO URnCIrIG METAL PIAtE CONNECTED WOOD TRUSSES' • (HIB.91) and 'HIS -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive. Madison. Wisconsin $3T 19 The American Foresl and CO Paper Association (AFPA) 13 located al 1250 Connecticut Ave. NW. Ste 200. Washington. UC 20036. 4050 0 (2) 16d TOENAIL I 7L— CONT. 2X4 / SUPPORT TRUSS 72" O.C. TYP. 1630 P3260 1630 Q5 1630 3) 1630 (l1630 � PE7L • REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. PIGGYBACK DETA PIGGYBACK 3 ,.//2"" 8"Xl/"' PLYWGD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND. LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END. 3245 3 1630 SP 3260 1.5x3 bjr. 2X4 CONTIidUGUS SUPPGRI LJHACING.CD Qom' 'jp ATTACH TO THE TOP SIDE OF TOP CHORD OF Lu z TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d cr- No G 5 NAILS cS'J, AXP OP � 9TF OF�P� QIA,- SHO LDER DETAIL PB 1 0 J � u� - �J Job Name:.STANDARD HIP RAFTER 8' SETBACK Truss ID: RAF -4 A -U& IttALI SIZE REQ'D TOP CHORD 2x4 FL H1 & Btr. 1 0- 2- 8 623 4.95" 1.50'1 2 11- 2-11 761 1.50" 1,50" TRUSWAL MZSZSa SYSTEMS 4445 Northpark Dr., Colo Springs, Co gD907 Tp5.0 Version 09.30.98 PLATING BASED OONN4GREEEN LLUMBER VALI)ES 3-5-4 3-� 10-3-12 l PLatinq spec ANSI/TPI - 1995 THIS DESIC3J IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICED RESEARCH REPORT #1607. Permanent bracing isoapprepeWiiggred (by.others) to JWard SI/TPI�1t1995 /10.314.5 and 10.3.4 6. 1 1 •• 1-12� 11-1-12 1 2 x283 5P3-5 6-6 4-6 4-6 6-6 UPLIFT REACTION(S)o1zo ppo stpZ 2. -109N This i�rtus is designed using the Lr13Cr-97 Code. B ti3 _ Enc =Yes, End Zane = No Hurricane Ocean Line = No , Category = C Bldg L h - 99.ODft, Bldg Vlidth = 3<J.00ft, Mean roo height = 18.32ft, MPH = 70 CLassification = 4, Dead Lead = 12.0 psf ---IAAn CASE #1 DESIGN LOADS Dir I- If L.loc R.PLf R.LDc LL/TL TC Vert 1 .0 0- 0- 0 142.3 9-10-13 .53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 1 1/2" GAP MAX 2-9-15 11-3.7 ` 3 4 11-1-12, 11 1-12 . TruswaL Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "11"(16 a.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor, This design is for an individual building component. It has been based on specinccatigns provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design smodaids. No responsibility is assumed for dimensional accuracy. Dimensions arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code. It is assumed that the top chord is lateral!, braced by the. roof or floor sheathing and the bottom chord 6 laterally braced by a rigid sheathing material directly attached, uiJess otherwiic ovted. uracing shown 6 for lateral support of components members only to reduce buckling length. This component shall Dol be placed in any environment tat will cause the moisture content of the wood exceed 19% and/or cause coamclor plate corrosion. Fabricate, handle, install and brace this trues in accordance with the following standards: 'TRUSCOM MANUAL% by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST -88), 'IIANDLINO INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (IIID -91) and 'HIB -91 SUMMARY SHEBT' by TPI. The Truss Plate Institute (TPI) is looted at 583 D'Onofrin Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) G located at 1250 Connecticut Ave, NW, Ste 200, W;, hinxton. DC 20036. TBF: 29.3 Chk: Dsgnr: NLC = 5 TC Live 16.0 psf TC Dead 14.0 psf BC Live .0 psf BC Dead 10.0 psf TnTDI / /1 fl neo 5/16" = 11 W0: LLM10 Customer Name: DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O,C,Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: L/240 TC: L/180 41 PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF S PSF PRESSURE BLOCK 3-10d WITH 4-16d NAILS 3-10d 3-10d PRESSURE BLOCK WITH 4-16d NAILS BOTTOM CHORD OF 2'-0" O.C. TYPICAL HIP NO. I TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. I WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-IOd NAILS AT EACH END OF THE PRESSURE BLOCK. 3-10d HIP N0. I TRUSS SIDE VIEW f END JACK 1 PRESSURE BLOCK 3-10d PLATE COOE SPACING OA TE TW2U jJB(' NA 5/15/97 II IS n'( nE SPO'15IBIlilr o< On4aS In tSC(a1AIN nur I OQ Or 11( TIE OIOtpSIIwPOSCOOMbrwi Si „ ',` 111.'rllnnlCtlO CIIwtIIrPOSEO $IallG lvnC tlln 1"E I.[ LOCAL BUIt OI(Et `'GCCOO(' Oa UI"V ,10'15 nn IC n(CO°OS, 110 nE SPOr61Bllllr IS ISSvwEO 10n 01.1 nS 10" IL ICCE111r v(alrl ILL ICO«nE ' •,` Ba ICI IIICA I Or11 CMEC IOn PL11ES SIIOwrI taE InUS-'l Ib. 10. Oa 70 GIGf. IS SPCC IT IEO rinnlCA 110'1 '�tl.I 4 OUtlllr CO'IfapE wu Utl' Or n[ IaV55 Plt1C I'IjIIIUI[ nrll nq IK IIWSw II In wtl TRU%%%L t t Snf Clal Cun p1G O'INl rift l(lii(PpptlS 'qi SrECIflClll♦ OESIGrIIIEn InE IO OC EOUIII. 01'110(0 A►OE'0115 lul5 0' I"Un'IOWI I°III IIf SIG'I t, ;vwr5 luf Ip1' prM10 jagpl �COOVIafO il.rwi wFl/nC IS npIEO 0'r u'IS 0^u1nG Ilq.n�S 111 �;1 IIg0'P Ur„ IIq.0 l'TO10 p �Ipr p. pl Br'`Ill '0^ pin pniil 151.0 II uIf 1. (rpipn OC Cl Ulil 5S•'V'E/.Cf 101'�f. IP"S I1v' wn I I G /S'l5 tn/ CtV110'1fU 10 Sf (. nnOr(SS LO'": tOwlCl u[GtnpinG 1(wrOwn, rnIC110., 1�.' UNCI ,+}�r'�RQ SYSTE_tW IS tEwnS nl0V1ulU 101 mlF, it^I rCOti 1'10 u'0 OOwI•IO Ury' of 11a rp •GntCl'rG •7M 1aU55f5 EIIwwI rl; Illr IIU III [pwwi,IlplllpllS IIP CA IETUSWALSY$TEMSCOT?PORAIION U%IO'1 t! tris' (p I[I O'll'IG Pnpn1P /IIi0 FnEC110'1, IrguEEt110v C"S I- ptn. I'lif.^IOn Bi lnlnf. 10U 110'x5, Curt It E'+f a5, u1p IM C"OPOS Or hq IPUSS (p PnE ,1•r' I•PaOPEP IaV55f5 S"til '101 Flf. PUCEO I" nil Euolnpnw(ni InU will Cw5( L'C w015'u^[ CO"V' 01 IVf 19t ua1:U^ CtvS( CO'rgC10n.Pll'E 201 CIOU9r.�111 COanOS10'1 VwOEP, ruErl'IECESSIar IS bCSr 0(I[a-1'1E0 fJr I IU'IOn Or fcPFa1ENC[ t/10 stall OnE IS OUFSIOF U[ SCOPE Or AESi'OIISIBIII" 01 IaUSwq SUPPORT REQUIRED le Do EVERY 4'4' MAXIMUM. 48- MAX B_ A TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. HIP GIRDER (ONE OR MORE PLY). - HIP TRUSSES WEDGE OR BEVELED TOP PLATE UNDER JACK TOP FOR WEDGE, USE (2) 10d TOE -NAILS Ell FOR TOP PLATE. NAIL W110d Ir O.C. INTO TOP CHORD OF HIP GIRDER. WHERE THEY CROSS SUPPORTING MEMBERS 1. FOR REACTIONS OF 3000 OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)104 NAILS. 2. FOR REACTIONS GREATER THAN 3WX, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS.,SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 6. UPLIFT REACTIONS. IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. E. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS CONNECTION OF LATERAL BRACE IS BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY CVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRACE WITH (2) 10d) BEVEL CUT ON TOP CHORD OF TRUSS OR *SECONDARY" TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW I�FiGNlrr: FORTH)S' R•' R END JACK /RAFTER STANDARD DETAILS (CALIFORNIA STYLET _] TRUSS PLATES AND LUMBER AS SHOWN, OR PER OPTIONAL_ EXTENSION INDIVIDUAL TRUSS DESIGNS. 3-4 A (3-4 ALT.) 2-6w HIP GIRDER CHORDS B CONNECTION DETAIL "A" (TOP CHORD TO HIP GIRDER) JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2)100 of 150 NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER CONNECTION DETAIL "B" (BOT CHORD TO HIP GIRDER) (2) 100 of 160 NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANOR CATALOG. NOTE: IF 2'4' SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL'S'. LUMBER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 OR BETTER OF -L, #11#2 OR BETTER CAN S -P -F, #1 OR BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 165OF MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 1650F MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X8 #2 OR BETTER ANY SPECIE. -TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH (TENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICE'D AS SHOWN, ABOVE THE HIP C9IH10E14 I)NL:fl -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM. -00 NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4M2 MINIMUM TO 8112 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.6n FOR OVERHANG UP TO 34" (24" @ 45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI CONNECTION DETAIL "C" (TOP CHORD TO RAFTER) 7 JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED 100 Of 160 NAILS, THKL)UUH EACH JACK T.C. INTO RAFTER, TOE -NAILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF.CATALOG. NAILING REQUIRED: 2'-0- &,V -Cr JACK T.C. (2) NAILS 6'-0" JACK T.C. (3) NAILS 8'-0- JACK (ONE FACE OF - RAFTER ONLY) (4) NAILS 1 -PLY OR MORE GIRDER C C TC Lbe 16JM per OUFFUS L-126 P-126 DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD. 99 w! � TC Deed 146 per map w end 1.16 PLATES b NAILS DESIGNED FOR GREEN LUMBER VALUES. 9C Lbean WIND LOADED FOR 76 MPH. EXPOSURE'C'. MAXIMUM. per O C3WcY►S 2-L • NO POINT LOADS, MECHANICAL UNITS. HVAC. SPRINKLERS. OR OTHER y t DC Dead IBM pef WOW Spee IWn ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL om per DEFL RATIM Vito TC: LAW ALLOWED. WITHOUT SPECIAL DESIGN. ®i3 O�KQ Q THIS DETAIL. IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION <n I, ►` SHOWN QW. IT IS NOT WMMED TO REPLACE OR SUPERCEDE ANY DATE: Wn T O DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BLIILDNO DESIGNER ITIS (i THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAL REF: EJ -1 IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND KI ENT APPLFD TO THIS OR ANY SIM LAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO WarniAIIIII& ng GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (it required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect, brace, and connect the trusses to the building system. All of the pre and quality involved in the design and manufacture of wood trusses can be jeopardized if the trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OFTHE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the buildederector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked In any way to Identity the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling, Installing 6 Bracing Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute. and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of Individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall building system Is the responsibility of the building designer, and is in addi- tign to the permanent bracing plan, which is also specified by the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, pre must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for larger trusses canneh ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as Possible to minimize handling. DO NOT break banding until instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLE53 UPRIGHT DO NOT STORE ON UNEVEN GROUND II trusses are stored vertically, they shall to braced in a II trusses are stored horizontally, blocking should be used manner that win prevent Upping or toppling. Generally, on eight to ten loot centers, or as required, to minimize cutting of the banding Is done lust prior to installation. lateral bending and moisture gain. . CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES. During long term storage, trusses Mall be protected from the environment in a manner that provides for, adequate ventilation of the trusses. If tarpaulins or other material is used, the ends ihall be left open for ventilation. Plastic is not recommended, since it can trap moisture.' HOISTI.NQ.-':-� . ALL TRUSSES THAT ARE ERECPEO ONE AT A TIMi,SHALL. BE HELD SAFELY IN POSRION BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS�ALL NECESSARY BRACING HAS BEEN INSTALLED AND THE ENDS OFIIETRUSSES ARE SECURELY FASTENED TO THE BUILDING. AWID LATERAL'BENDING 60;.... . or ess. 60° ' or less - ,d wsa lemrin - ,n wss length: �::: '`. .. Tagline 'A to 30 feet up to 30 feet' .; . , Truss sling is acceptablewhere these criteria are met. ' SPREADER BAR SPREADER BAR TOE IN TOE IN TOE IN TOE IN I►- npprmc. ,n N a!J I _ Appmz. 1n to ?/3 V1 wsa length L_ wss lenge, � up to 60 feet up to 60 feet Tagline Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader bar TOE IN"; If these lines shoed TOE our the truss may fold in half. STRONGBACK/ STRONGBACK/ SPREADER BAR SPREADER BAR App3Apr truss le truss le 3 r4 over 60 feet over —^1I 60 feet Tagline Taglir For lifting trusses with spans in excess of 60 feet, it is recommended that a strongback/spreader bar be used as illustrated. The strongb-- *Jspreader bar should be attached to the top chord and web members at intervals of approximately 1C feet. Further, the strongbacidspreader bar should be at or above the mid -height of the truss to prevent overturning. The strongback/spreader bar can be of any material with sufficient strength to safety carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. BEGINNING THE ERECTION PROCESS It is Important for the Wilder or erection contractor to provide substantial bracing for the first truss erected. The two or more trusses making up the real of the first set are tied to and rely upon the first truss for stability. Likewise, after this first set of 1Vuas is adequately cross -braced. the remaining asses installed rely upon this first set for stability. Thus, the pedorm- ance of the truss bracing system depends to a Steal extent co law well the first group of trusses is braced. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory method gas the first unit of trusses df to Another satisfactory method where height of Wilding or a series of braces that am attached to a stake driven into ground conditions prohibit bracing from the exterior is to the ground arta securelyanchored. The ground brace Ue the first tross rigidly in place from the interior at the Itself should be supported as shown below or 11 is apt to floor level, provided the floor is substantiallycompleted buckle. Additional gourd braces N the opposite $rec- and capable of supporting the ground bracing forces. tion, inside the Wilding, are also recommended. Securely fasten the first truss to the middle of the Wild - Note: Locate ground braces Ung. Brace the bracing similar to exterior ground bracing for first truss dvacty In One shown at IefL Set trusses from the middle toward the end *45 ith all rows of top chord can- of me Wilding. Properly cross -brace the first set of truss- uous lateral bracing (either as before removing floor braces and setting remaining mporary or permanent). trusses 2nd. 3d 8 4th lasses First lass minimum Temporary support wail or temporary scaffolding (helps when Instellin9 Flrst loos to be well long dear span trusses) braced before erection Ground b of additional units. Brace the bracing Ground bracing Bearing tar trusses Latera eS round stakes Minimm Two tBd r4� bleuHeaded DouNa(Is o 2�r `2x4 minimum site as a,ce„n,ew,.nmm This level represents 1111_2' narration Btoryneppllcat o s Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T I ERECTION TOLERANCE =f� Length Length sr, -T- 11, �— }'t1hl6'to3Z -1* seer al Lerh8lh xt' } � l,argth 32' g over =2' Lerngth 32' & over m 2 - Complying with erection tolerances Is critical to edgeving an acceptable mol or floor line. AND TO ACCOMPLISHING EFFECTIVE BRACING. Setting trusses within tolerance the fast time will prevent the need for the herardcus Practice of respedng or ediustng trusses when root sheathing or root purilns are installed. Trusses leaning or bowing can cause cells to miss the top dards j . hen shoetmkg Is applied, and create ciunadat re stresses on the bracing. which is a frequent cause of dom nolng. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. DO NOT INSTALL TRUSSES ON TEMPORARILY CONNECTED:SUPPORTS BRACING Ow DO NOT WALK ON UNBRACED TRUSSES DO NOT WALK ON TRUSSES OR GABLE ENDS LYING FLAT Alf anchors. hangers. tie-dpwns, seats. bearing Wpm, etc., that are part of the supporting avucture shall be a=mtey and properfy•plaeed and permanently attached before truss bietallatipn. begim.-No trusses shelf ever be Installed on arichom or ties that have tam- � 4ir --01 Ce fiery connections to the supporting struchrr). . NAILING SCABS TO THE END OF THE BUILDING TO ailing BRACE THE FIRST TRUSS IS NOT RECOMMENDED AD naAbig at bracing should be done so that nails are NAILS -IN WITHDRAWAL - driven perpendbuar to the direction of force, as shown (PARALLEL TO .FORCE) . 0 right, direction of naffing m yts brace lection of force WELL NAILED (PERPENDICULAR TO FORCE) BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability. Plane 1) Top Chord (sheathing), Plane 2) Bottom Chad (ceifing plane), and Plane 3) Web Member plane or verlkel plane perpendicular to w�eas. 1) TOP CHORD PLANE Most Important to to Wilder or erection contractor Is bracing In the Plane of the top chord.T uss top dards ere susceptible to laterad buckling before they ere braced or sheathed. Top Cho Continuous labral WeD bracing Coral— lateral Bow oh gonad facing. bracing 6 Minimum 2x4xtd lateral bracing lapped • to 10' over iW0 busses a cad end. I Noi to scale. Diagonal brery repeated every rag' at OS' angle to trusses ' EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid the hazardous practice of removing braking to adjust spac- ing. This act of-adiusting spacing' can cause lasses to topple it comedions are removed at the wrong time. 2) BOTTOM CHORD PLANE In order to hob proper spacing on the bottom cord, temporary bracing Is neo- ommerded on the top of the bottom chord. Contimaus Web members lateral bracing Minimum 2x4xIV Bottom Chord lateral bracing lapped ,5 ro. over two trusses el each end. Connect and of bracing to rigid support or add diagonal bracing at approximately 20 Intervals (repast at both ands).' Long spans, heavy loads or other spacing configurations may require loser spacing between lateral bracing and closer intervals between diagonals. Conwh the Wilding desi9hsr, HIS, DSS (Recommended Design Specification for Temporary Bmcing of Metal -Plate Connected Wood Trusses) or WTCA's Truss Technology for Builders Temporary Bracing Oyer. DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE. -X' BRACING, AS SHC'WN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOW 4 TO CREATE A SUCCESSION OF RIGID UNITS. Continuous X-brad'Ig lateral bracing Web members 15-4 max. max. X-bratlng should be installed on vertical web members wherever possible, at or near lateral bracing. Plywood sheaWng may be substituted for X -bracing. 44 Web members v i b Race the Page"o bracing Bottom --fiords Note: Top drords end some web members are not shown, in order to make dmwbgs more readable. DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' 1!"�- STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS S ECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES NEVER STACK MATERIALS NEAR A 2EAK �o NEVER STACK MATERIALS ON TiE CANTILEVER OF A TRUSS P& sin Is s NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAC OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Prdper distribution of coatrucUon materials is a roust during construction. Acctable ad bearing wait Always stock materials over two or more trusses. Not to exceed 4'0' maximum from bearing . 4'0' 4'0' Roofing and mechanical contractors are cautioned to stack materials Dory along outside supporting members or directly over Inside supporting members. Trusses are not designed for dynamic bads (I.e.. moving whiles). Extreme care should be taken when loading and stacking Wnsouction materials (roiled roofing, mechanical equip- ment, etc.) on the roof m Door system. Sleepers, I=J '°h Panel point " Sleepers for mechanical equipment should be located at panel points (loins) or over main supporting members. and only on trusses that have been designed for such bods. CAUTION NOTES Errors in Wilding lines mxdror dimensions, a errors by others shell be corrected by the contactor w responsible con- slrudion trade subcontractor w supplier BEFORE erection of asses begins. Cutting of ronstructuml ovwhargs is considered a part of normal erection and shag be done by the builder or erection con- tracor. Any field modification that involves the acting driifng, or relocation of any structural truss member or connector plate shall not be done without the apPrwal of the tnrssnranufacturer or a licensed design professional. The methods and proce a,,as outlined are Menti d to ensure mel me overW construction fac hnxh a, snooped will tat Door and real trvsaes SAFELY N place m e competed sbudure:Tfrese remmmendagons lot oracim wood Musses origbmrs em e collective �nfede dented leading technical petsanel b ms wooe trss ukwhatry. bA exms. due to the nature Of nL respanglMa kwoh use by a qualified bulldhf; ood Truss Courcil of America cpressy d only as a Uladalmsfoany responsibility lot damegs adsbgrttomth use, application. a reliance on the. or erection contractor. Thus. Ow WrecWnehendadarm and informa- tion contained Herein. Selected two and figures referenced or reproduced Aft from HIS and DSB by pemdssiwn of the Truss Plate InsfivAe. Madison. M. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center IMI'm Mad Enterprise Lane Madison, WI 53779 606/274-4849. 608/274-3329 fax wtca®woodtruss.com • www.woodtruss.com Caprdgm o 1986-20011 Wood Ttuse Council -1 America NPEZAR EL PROCESO DE ERECCION impon.nta pue el cansltsrctm o d contrNina de erecddro mmoango les «luersos ,ustanci.l,s porn k primer amaduro (cabnTla) Immo. ,. las Siguiema omaduos (mbrtgas) del primer bdto sewn cmd- oses et primer bulto. Este pse requihe paw obtener mos estobilid d. relmeme, despuls qui all primer bulb de crm.dums (mbrilbs) este opropiodamente reforsodo an fipo de cna, el rasto de I- amosdums shrill-) intSokdes deperden del primer bulto paw obtaner esmb'Gdod. Ad, b -rdod del rider a de re(uarcm en I- armodures (caWlas) imnde muds an el :items de nefuena s del primer bulto. EL REFUERZO DE SUELO - EXTERIOR EL REFUERZO DE SUELO - INTERIOR I m6todo wtalodarm as el prime- gmpo de los armodum, Oto m6tedo wfidoctorio qua to chum de ea ificio o I- condidwas sbrilksl de uno sense do las «fuenos qw son suiemdm o un poste de suet, proNben los afmrla of edviw as cm, k primer amwdu• ed— do ddo en el auelo Yes ondado con seguridod. EI «Neno o (mbAb) rigidomente an posid6n del interior al nivel del pilo, con I su.Io osl mismo debe ser opoysdo tomo muwm obajo o a ml de que all pity Sao cmbodo sustondolmeme y -Pa de waener op.nw a combos M6s «Nert- de suds an b di«ed6n S Puesto, 63 Nems de les refuersos de sudo. Refueao at refuerso ml cmno el tattoo del eddido, wn caonnsejados tombi6n. nal— de poo (eompto al isquierdol• Suieto can seguridod b primer amaduo (-bdlk) con el media hodo el Rn del edilkio. Nam. Csbm Int tel— M ado per b Correcmmente refuerm at primer grupo de omoduros (-brill-) en pmmv amaMo kabpa Neo dnoomeda lomro de crus omes de quhm let reluers- de poo y colomr at resm et, voile nen trim to b I cuen no de de las amlocivra (eobrilla). wtba nbmn*, laoaler ranbstm (.daub - - SS,- apamgneae). 2.4 mW o )45 DE ERECCION `rwma Twmo T Y PARA RFAUZAR EL REFUERZO EFI- pm k codumbre pdipnoso de me- insmkda. las ormoduws (-bilks) cub. es adioodo, r puede. area, 00 RMSTE, ASEGURA QUE LOS 1) EL KANO DE LA CUERDA DE ARRIak EI reluerto an at plane de 2) EL PIANO DE IA CUERDA MAS BAN. Pow toner el ePodo cor- ia eveedo die ambo a to "s importance pore at constructor o at con• redo an to mardo As boio, at refuerso temporal as recomandodo t -two de .--d6n la —d.-(mbrilbs) de ars merdas de atria. de oniba de k meida m6s bola. son Susceptible, o combo, omes de que seen reforsodos o revestidos. , b c,rr,do 6 omb ' rvlwmo Mrd, brad Int e:enba, RaFuna bind, `O"Ib"1O reHme da band roaun„o La—mla Sod. bop - 4..d /coniao El ml,.eo lac.10'r .— M.w Nr s+ nerbpeda .,aces e. de. oeramrmti IcebdRol a rade H. Fvab , ab. marks *,ilea . 6 carpo. El ESPACIO EXACTA ENTRE LAS ARMADURAS ICABRIUAS) DEBE ' las emergodum, long-, las M. pewdes o crit- --did. del SER MANTENIDO DUPANTE UI INSTALACION DE REFUERZO para apocio-cesaen el copeck m6s cermno entre el « Nerto lateral evtmr b mstumbre pellprmo de quitor al rokmom poto modJoaar at y ars ktermloi men term.- enha diogonalas. Comulta el dil. . polo. as octo de'modificondo of espodo' puede muwr qua ars dmdor del edificic o MIB y DSO (Recommended Design ormcduws (-brillas) se vdquen i les pmt- son quih d- d tiempo Specification for Temporary Bwc6g of Metal Plate Connected Wood egwvccodo. Ttusses) parm dewf es. 3) EL KANO DEL,MIEMBRO DE LA RED. '7L' REFUERZO, COMO MOSTRADO, ES CRITICO PARA IMPEDIR QUE LAS MIADURAS (CABRIL- US) SE INNNEN O HAGAN FICHA DE DOMIN6. AFPITE COMO MOSTRADO PARA CRFAR UNA SUCESION DE GRUPOS RI61DOS. EI «hxrso kaI x Rdueao y-ntinuo Los mi—b., do to «�A- �- Xmfuerm debe ser instot,do an Int miembrm de b sed vertical dart- dequiew pue a posible, an o term del mfut as Weral. Lo modem mmwchopoda mbten. puede ser susfiMado pm sr noluesso. o los miambros de k red N6°Is Rehserm all rdtsxm `y•„a° La mend- m6s betas `5 Now: las —,do, de ..I. T cigunos mtembros de Its red -run mostnsdos, Paw hocer los dibui. m6s legible: NO USE LOS BLOQUES CORTOS PARA REFORZAR LAS ARMADURAS (CABRIEIAS) INDMDUALES SIN UN PIAN ESPEaFICO DE REFUERZO QUE DETALUEN SU USO LOS REQULSITOS DE REFUERZO QUE USEN LOS PRINCIPIOS MISMOS APUCAN A IAS ARMADURAS (CABRIUAS) DE CUERDA EN PARALELO . . lm� I. LAS MATERIAS DE AMONTONAR NO CONTINUE CON LA TERMINAC16N DE EDIFICIO Kam QUE TODOS LOS REFUERZOS ESTEN COLOCADOS CON SEGURIDAD NUNCA AMONTONE LAS MATERLAS EN LAS ARAMDUReS (CABRIIIAS) QUE NO ESTEN REFORIMAS O SEAN REFORZADASINADECUADAMENTE NUNCA AMONTONE LAS MATBLIAS CERCA DE UNA OMA NUNCA AMONTONE LAS MATERIAS EN LA VOIADQA DE UNA ARMADURA (CAB" 0 NUNCA SOBRECARGUE LOS GRUPOS PEQUENOS M IAS WAADURAS (CABRILLAS) SOLAS. COLOCA LA CARGA ENCIMA DE VARUS ARMADURAS (CABRIUAS) Nzy . NUNCA CORTE NINGUN MIEMBRO DE ESTRUCTURA DE UNA AWDURA (CABRILLA) I. pktaforew necesito ser �puntalodo con dgda Lo distrl'bucion correcto de Int mated- de rawtrsKdbn o naeesmi. dumme-nowcd6n. Siempm omuoono t,, materias pot endmo de dm o m6s or adman (cabrig-). No acceder 49• mddmo de mjtrwie 4V Los mmrottsms de tech* r mea6nico run amomstod- que a— Sonar los matedo, wl—rda par los mfembros astonoms de opunto- kr o firacmmonle par andmo k, miembros imerimn de opuntalnr. Las -chill- de armaduro no fon diseAodes par las mrgns dindmi- c s (poo eiempb, I- whkvbs mdWes). EI midodo eemom dela ser uwdo eardo -rgondo r amommwrrdo les mmerics de —ovc- ci6n (b tedtumbre emolloda, at equipo mednico, etc.) an at tecta y d :items de pis. lm Gteros. (� N EI pump de panel It las him, por at equipo macdnim daben sa cotorwdos o los Puroos de poral News) o Poo end— Ice Prirrdpalas miembros apunmlad-, y wbmente an I- cvciuTl- de onmdum quo hobo or dseAodoo M les cargo Cara elm,. NOTAS DE ADVERTENCIA' Los emor,s de les Ura- y/o les dimensions del adificio, o les emotes por otr- deben set mnegidos pot el eantrolism o Poo el aubcao- trotipo de comerdo de-mtrucci6n de confi. o -a o pot e1 sumini h dm ANTES DE b -rr• s1mcd6n de los cvchillos de ormoduro empeIo. EI conor de los wltentes na estrucm-les a considerodo uno pane de b mnnrucci6n m- mol y debe or hecho par at constructor o al contotisto de comimeci6n. Algu- modificoddn de Imbato del compo qua incluyen at -not, at tatodror o el -mbar de um Imoci6n nuero de olguras de les miembos de les mchillos de ormoduro rmdero, paro ribs occasion, a muso de Is ,structural o of Plato const- no debe set noturclew de los responsobilidades mmPG- hecla sin to opmbocidn del lebnimnto de los scrips, ser poesemodos selmnamc Como una .6' .9. de amnaduro o un ovwrnodo pmfe• GUTA pow al uw poo un disehodor mpadm- donal de diseeo. do de addicias, un construct- o un contmtisto de constwed6n. Por co, el Wood Tens Loo m6todas y los pmaedimkma que Son Council of Amedm egmrsomeme neg. algu- cfirmodoo son tamdm ktenciones para ase• , «sponobilki des por la dotal dedwn• gumr qua Sodas I- l6wims de eanontccl6n do del uw, to opk d6n o dependencio de usodas I- pondren can SEGURIDAD an pasi. Jos sugemncios y to infmmaci6n qua as con• d6n en una estructuo c.mPlem o b, mddl- tenido oqul. la de onradum de( pity y del tech. Elms ' sage mdos pam opumolar levo s aKW)w de EI Saselato and t,, figuos mencion.d- o omadum de modem surgen de to evpedemia reproduddas de HIB y 058 poo permiw del coleciw del major personal fbadca an t, Truss Plage Institute, Modison. WI. industdo de cvchillos de ormoduro de Elm b frrteKsa. de WTCA ad bb -r un trodomon proao de Ingle` a Espond. WTCA m ar-p- a gatamia qua lode de les bodtKdmw San am I o mdmamerde a meso. om �*N YYIM' it b rise kwaion d V/TCA m sA o gredw horda8on Lanni English to Spans. WTCA is not _ablee to puss-%- tlMstlan d the tradafiara era emd . adi air tscmrOh (--d)- WOOD TRUSS COUNCIL OF AMERICA One WICA Center 6300 Enterprise Lane Modison, VA 53719 608874.4849 • 608/274.3329 fos wtco@woodimss.com ` www.woodtruss.com IEL REFUERZO DE CRUZ 0 DIAGONAL ES MUY IMPORTANTE! Copyright 02000 Wood Truss Council 01 America A(ivertemlifticia GENERAL Lo familioridad con los DOCUMENTOS DEL DISENO DE CONSTRUCCION, los DIBUJOS DEL DISENO DE ARMADURAS (CABRILLAS) -y los PLANOS DE LA POSICION DE ARMADURAS (CABRILLAS) (si se requerido por los DOCUMENTOS DEL DISENO DE CONSTRUCCION) es requerido pons correctomente Ievantor, reforzor y corrector las armoduros (cobrillos) of sistemo de edificio. Todo at cuidodo y calidad que son enruelto con los disenos y to ftbricocion de los armaduros (cobrillos) de madero pueden ser arrfesgodos si los armoduros (cobriilos) no son correctomente monejadas, lewntodos y reforzodos. LS CONSECUENCUS DEL IMPROPIO MANE10 DE LAS ARMADURAS (CABRILLAS) PUEDE RESULTAR EN UN HUNDIMIENTO DE LA ESTRUCTURA, ESTO PUEDE RESULTAR EN VNA PERDIDA SUBSTANCIAL DE TIEMPO, MATE- RLAS, Y POR LAS PEORES EN UNA PERDIDA DE VIDA LA MAYORIA DE LOS ACCIDENTES CON LAS ARMADURAS DO DE. OS D E R NI U FABLA RICACION DE � ARMADURAS (CABRILLAS) Y NO COMO UN RESULTA- Antes de to emcci6n de las arrnoduros (cobriilos), of constructor necesito reunirse con los miembms de to construcci6n pons arra reuni6n sabre to seguridad y to planificoci6n, pam oseguror que coda miembro entiendo sus popeles y responwbilidodes duronte el proceso de LA construcci6n. EL AEFUERZO TEMPORAL DE CONSTRUCCION Lm ammdurm (cabrillas) no son morwdas on ninguna manta pam f hmacor lo freaendo ni lo sftuod6n de refuer- zo temporal do crostrued6n. Todos los refuerzos temporoles deben cumplir con to m6s nuevo edid6n de Commentory and Recommendations for Handling, Installing & Brocing Metal Plate Connected Wood Trusses (HIB), publicado par el Truss Plate Institue y/o como especific6 en los DOCUMENTOS DEL DISENO DE CONSTRUCC16N que son preporo- dm par el disehodor del edificio. REFUERZO PERMANENTE DE ARMADURAS (CABRILLAS) EI refuerzo perrnonente par el techo o los armoduros (cobriilos) del suelo es responsobilidod del disenodor del edificio IF debe ser mostrodo on los DOCUMENTOS DEL DISENO DE CONSTRUCCION. Las situociones del refuerzo permo- nente par los inclMduales mlembros de compresi6n de uno a moduro (cabrillo) de modem son mostrodosen los DIBU- JOS DEL DISENO DE ARMADURAS (CABRILLAS), y deben ser instalados par at contmtisto del edificio o of controtisto de to construcci6n. Este refuerzo es necesario pons el procedimiento propio m de los aradums (cobrillos) indMduales dentro del sistemo del terho o el welo. EI diseho y to junturo de los refuerzos o las armodums (cabrillas) y entonces of sistema total del edificio son los responsabilidodes del dise6odor de) edificio, y es en odici6n at plan del refuerzo per. manente, que es tambf6n espedficodo par el disehodor del edificio. LOS REQUISITOS DE DISENO ESPECIAL Los requisitos de diseAct especial, toi como el refuerzo de viento, at refuerzo de porjol, at refuerzo sismico, diofmgmos, las Paredes de seporocion u oleos elementos de cargo de tronsferencia y sus juntums a los armoduros (cabrillas) de modem necesitan ser considerados aparte par el disenodor de edificio, quien debe determinor of tamono, to situaci6n y el m6todo de juntums pons todos Im refuerzos como necesorio pans resistir estos'fuerzos. DESCARGAR Y LEVANTAR EVITA EL DOBLAJE LATERAL NUNCA TRATE LAS ARMADURAS (CABRILLAS) EN FORMA PLANA AI principio del proceso de decorgo y pot todos los fazes de construcci6n, necesito usor cuidodo para evitor EL DOBIA- JE LATERAL de los ormoduros (cabrillas), que puede cousor doho a to modern y los 16minas de juntura. USE CUIDADO ESPECIAL EN CUMA VENTOSO. SI USA UNA GROA DENTRO DE 10 PIES DE UN HILO DE ELECTRIODAD, PONGASE EN CONTACTO CON LA COMPAMA DE ENERGIA LOCAL CONTACTO CON EL AEROP- UER O 30 DIAS ANTES DE LA CONSTR QON PARA AP NDERSOBRE GUENAS REGLAS DE SEGURIDAD QUE NECESITEN SER OBEDECIDAS. EL ENCARGARSE DEL SITIO DETRABAJ Lo borro de esporddor para los a moduros (cabr llas) moyores en tomoho • Ll ® 111 TODAS LAS ARMADURAS (CABRILLAS) ')EBFN SER RECOGIDAS POR LAS CUERDAS DE ARRIBA EN SOLO POSICION VERTICAL. Lo correct opropi edo y el suelo lisp penniten que no se dafien las ormodums (cabrilla momento del descorge. EI descarge def -e ser hecho cerca del edificio pant ieducir el trotomienro. NO ROMI correct hosts qu6 to instaloci6n empieze. La erecci6n o mono de los ormodums (cobriilos) es permifida, a cc ci6n que of exceso doblaje lateral sea pevenido. i r. , NO ALMACENE BULTOS EN FORAM DEREOMA SIN REFUERZOS NO ALVACENE EN SUELO OUEBRADO Si Into .od.— Icubrillas) son .6 --clan debar ser rato-do, an uno monera que Impido vol or a coerce. En general, corlar to correo as hecho modemema own deb inoolod6n. Si Int ormod—s (mbrelm) con alma bloques deberi ser uwdm en el canna necmodo, pont redudr el doblois tater USE CUIDADO CUANDO QUITE LAS'rlRAS PARA EVTTAR AVERLAR LAS) Dumnte at olmocenoje a largo plazo, la armodums (cabrillas) deben ser em que permite ventiloci6o wficiente de las armodums (cabrillas). Si las los fines necesitgn estor abiertos pom %entiloci6n. EI pl6stico no as revert TODAS LAS ARMADURAS (CABRIW.. QUE CON SEGURIDAD EN POS106N PO--. LOS REFUERZOS NECIESARIOS ESTEN INS-AIAD DOS AL EDIFICIO. Use to bars de esporcidor en TOCAS otros situociones. Debe ser notodo que los lineas de los fines de to burr esporcidor'CONFORMARSE DEN-RO'; si estas linens deben 'CONFORMARSE AFUERA las annaduros (wbr doblen en to mitod. IA BARRA DE ESPARCIDOR IA BARRA DE L...-� ESPARCI R /�b: broro II /ppm. 'h o �/. del comb J �"— de b orad-abidial , Lb am ,1. 6 Imbabl ^f Mee e. act p+� sw a act ae b cdel'Jlo to Col. Porn levantor ormodums (cabrillos m6s de 60 pies, es recomendado que uno bora de esporcidor sea usado c itustrodo. to borro de esporcidor oebe ser sujetada o to cuerdo de crriba y los miembros de red a los intervolo oproximadomente 10 pies. M6s, Lr band de esporcidor debe ser o to aituro media o encimo to alturo media di ormoduros Icobriilos) pom impedis volcocion. Lo borm de esporcidor puede ser de olguno moterio con to fuerzo ciente port Ilewr con seguridod el peso de los cuchillos de amoduro y de to rigidez suliciente pom resistir cuodamente el dobloje de las orsnduros (cobrillos).