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04-5074 (AR) Truss CalcsTRUSSWORKS A Company You Can Truss! CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 75-110 ST. CHARLES PLACE DAWJ401 0 6Y .Sl SUITE I IA PALM DESERT, CA 92260 JOB No.: 53 32 PHONE: 760-341-2232 FAX: 760-341-2293 NAME: FAL � Pt' fn EGoS o MANUFACTURING YARD: PROJECT: 52- 3 3 y AvE. 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 Does the Fabricator have a current Agreement with. -the Agency for Audit? ........:........................ Is the Quality System Manual, "QSM" up -to date per AC -10 & AC -98? ........................................ Has the QSM been reviewed within a twelve -month. ........................... . Are materials used in Production per National Standards& Engineers Specifications? ........:...... Is an acceptable In -House Quality. Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling &Shipment? ............................... Is there a System in place to' deal with Non -Conforming' Materials? ............................................ Are written Q.C. Inspection Reports. and Agency Audits'kept for at least two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Proditct.Ch.eck Yes No_ Yes t:�—No Yeses No Yes L, No Yes _� No_ Yes t,� No _ Yes ✓ No Yes .-- No.- Yes o._Yes J No:_ Yes No CATEGORY CONFORMING NON=CONFORM. REMARKS Lumber Grade _ F Joint Accuracy is within 1/8" i/ Per AC -98 Plate Placement-1ANSI /TPI 2002_ Plate Size — ICC ES ff,Q Plate to Wood Tolerance is within 1/32" F Label Legibility - Labels on Site -;Stamps Labels. Per AC -98 CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process TPer AC -98 Any Test Performed or Witnessed'. i/ Per AC -98 Is There Product Tractability Per AC -98 Any "CAR" Reports From Last Audit-' .. �. Per AC -98 Any Shut Downs or Disruptions In. Production Per AC -98 Any Samples Taken Per AC -98 Any Test / Measuring Equipment thatRequires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards?�� Required Signatures �L abricator Q.C. SupeNisor Auditor for National Inspection Association P.O. Box 3426. E -Mail NIAgillette@vch.conz (307) 683-6331 C Gillette, Wyoming 82 71 7-342 6 Cellular Phoi:e x(307)•689-5977 (307) 685-6331 Page.6ne:of Two Y [D y m LA ) 6 r m co 15) B'j •> F\GPZ YSN�S�E ,�,g GE�0 v VSSE LP {5) 63 N��so�E j1p\3P Pp5 CNV \-0�j0 3) B P. �pEO�O E 9 �N 00 { ) 2 GS ,O� P ` CNP Ppp�� Ep 6aQV 'lNNML 0 R F p O A NE p\1�0 ER AGN v EFi�F p. E C S P0 N� pRG�v(t� p�5 PNp R�G0Ei F �� O. PN�F �N I�E P� pF \3 S OF S E Oc1G 0E R ESS\ON G �� N, R N G N GN QRpF O re Job Name: LARRY BARAJAS ADD. Truss ID: A Qty: 1 Drw : TC 2x4 SPF 1650F -1.5E --[PM]=PLATE MONITOR USED -See Joint Report- This truss is designed using the BC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 UBC -97 Code. GBL ELK 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Enclosed = Yes, Importance Factor - 1.00 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Truss Location = End Zone Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Hurricane/Ocean Line = No , Exp Category = C at 16.0 " o.c. unless noted otherwise. End verticals designed'for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 31.25 ft Top chord supports 24.0 " of uniform load Extensions above or below the truss profile Mean roof height - 10.17 ft, mph, 80 at 20 psf live load and 10 psf dead load. (if any) require additional consideration UBC Special Occupancy, Dead Load = 17.0 psf Additional design considerations may be (by others) for horiz. loads on the bldg. 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 £cuss plane and creating shear wall action, to resist diaphragm loads; Di'agonale taay lie oinitted` if adequate6racing designed by others, is provided to prevent 'racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to.the truss face is designed to support only vertical load as noted: 1 2 3' 4 5 6 7 8 9 10 11 121314 15 "16 17 18 19 20 21 22 025 5=4-4 S=44 2-4 2.4 . 26 27 28 29 .30 31 32 33 345 36 37 38 39 40 41 421,344 45 "46 47 48 49 591 T 4-7-11 0 I SHIP =-- = Joint Locations==== 1 0- 0- 0 27 1- 4- 0 2 1- 4- 0 28 2- 8- 0 3 2- 8- 0 29 4- .0.- 0 4' 4- 0- 0 30 5- 4- 0 5 5- 4- 0 31 6- 8- 0 6 6- 8- 0 32 8- 0- 0 7 8- 0-'0 33 9- 4- 0 8 9- 4- 0 34 10- 3- 3 9 10- 8- 0 35 10- 8- 0 10 12- 0- 0 36 12- 0- 0 11 13- 4- 0 3.7 13-.4- 0 12 14- 8- 0 38 14= 8- 0 13 15- 4-12 39. 16- 0-,0 14 16- 0- 0 40 17- 4- 0 15' 17- 4= 0 41 18- 8- 6 16 18- 8- 0 42 "207 0- 0 17. 20- 0- 0 43 20- 6- 5 18 21- 4- 0 44 -� 21- 4- 0 19 .22- 8- 0 45,227 8;- 0 20 24- 0- 0. 46 .'24- 0- 0 21 25- 4- 0 47 25-.4- 0 22 26- 8- 0 48 26- 8- 0 23 28- 0-0 4928--0- 0 24 29- 4- 0 50 29- 4- 0. 25 30- 9- 8 51 30- 9- 8 26 0- 0- 0 TYPICAL PLATE: 1.5-3 �I �`/30/2OO4 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HIS 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: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA L�JfC�ILJJf�' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions - Dsgnr: BRYA T US S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 P psf O.C.S acro 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 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: Al Qty: 3 Drw : Eng. Job: EJ. RG X -LOC REACT SIZE REQ -D TC 2x4 SPF 165OF-1.513 Chk' BRYA Web bracing required at each location shown. UPLIFT REACTION(S) and done in accordance with the current versions of TPI and AFPAdesign standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 2-12 1139 5.50^ 1.63^ BC 2x4 SPF 165OF-1.5E are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ® See standard details (TX01087001-001). Support 1' -85 lb 2 30- 6-12 1139 5.50^ 1.63^ WE 2x4 HF STUD A Company You Can Trussl Plating spec : ANSI/TPI - 1995 Support 2 -85 lb RG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F-1.58 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the a the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. UBC -97 Code. Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 6 0.00 0.51 0.51 (1f any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C 2-3 -3930 0.13 0.51 0.64 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg width = 31.25 ft 3-4 -3528 0.10 0.54 0.64 Mean roof height = 10.17 ft, mph = 80 4-5 -6 0.00 0.54 0.54 UBC Special Occupancy, Dead Load = 17.0 psf Bc FORCE AXL BND CSI 6-7 3550 0.53 0.22 0.75 7-8 4272 0.64 0.19 0.82 ' 8-9 2966 0.44 0.21 0.65 WEB. FORCE' CSI WEB FORCE CSI 1-6 -201 0.07 3-8 -805 0.55 2; 6 -39'56,0.59 4-8 _716,0.25- 16,0.25-2-7 2-7 471 0.16' 4-9 -3095 0.95 3-7 -374 0.26 5-9 -189 0.09 MAX DEFLECTION (span) L/773'IN MEM 7-8 (LIVE) L= -0.47" D= -0.40"- T=- -O ----- Jo nt;.Locations ' 1 0- 0='0 6 0- 0- 0 2 7- 8- 6 7 10- 3- 3 3 15- 4-12 8 20- 6- 5 4 23- 1- 2 9 30- 9- 8 7-8-6 74-6 7-8-6 7-8-6 5 30- 9- 8 7-8-6 15-4-12 23-1-2 30-9-8 2 3 4 5 Q`p-1'u1CHiT�Cr 015 T 4 -7I -11T 12-0-0 3-10 6 7 1010-3-3_l 10-3-3 8 1010-3-33 20-6-5 3-10 9 10-3-3 30-9-8 T 4-7-11 SHIP 6/30/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HIS 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: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' BRYA and done in accordance with the current versions of TPI and AFPAdesign standards. No responsibility is assumed for dimensional accuracy. Dimensions -DSgnr'"BRYA T S O are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 R U S W 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 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p O.C.$ acin 2-.0-0 p g Palm Desert, CA. 92211 and brace this truss m 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 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper. Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 I& Job Name: LARRY BARAJAS ADD. Truss ID: A2 Qty: 3 Drw : RG X -LOC REACT SIZE REQ ,D TC 2x4 SPF 1650F-1.SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 1139 5.50" 1.63" BC 2x4 SPP 1650F -1.5E ® See standard details (TX01087001-001). Support 1 -85 lb 2 30- 6-12 1139 5.50" 1.63" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 'Support 2 -79 lb RG REQIIIREMENTS shown are based ONLY 2x4 SPP 1650F-1.SE 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. UBC -97 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace 'Joint BC Live 0.00 psf End verticals designed for axial loads only. Drainage must be provided to avoid ponding. - Bldg Enclosed - Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile. r,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE ,HIB Trues Location - End Zone 1-2 2-3 6 0.00 0.51 0.51 (if any) require additional consideration Hurricane/Ocean Line = No Exp Category - C -3930 0.13 0.51 0.64 (by others) for horiz. loads on the bldg. Seqn T6.4.12 - 0 , Bldg Length = 40.00 ft, Bldg Width = 31.25 ft 3-4 4-5 -3528 0.10 0.54 0.64 -6 0.00 0.54 0.54 Mean roof height - 10.17 ft, mph = 80 UBC Special occupancy, Dead Load 17.0. psf BC FORCE AXL HND CSI 6-7 3550 0.53'0.22 0.75 7-8 4272 0.64 0.19 0.82` 8-9 2966 0.44 0.21 0.65 WEB FORCE CSI WEB FORCE CSI 1-6 -201 0.07 3-8 -805 0.55 2-6 -3656 0.59 4-8 716 0.25 12,-7 . 471 0.16 4-9 -309S.0.95 3-7 -374 0.26 5-9 -189 0.04 T 4-0-0r T2-" 3 -iv 3-10 77-8-6 7-8-6 7-8_6 7-8-6 7-8-0 15-4-12 23-1-2 30-9-8 1 2 3 4 5 0� p5 6 7 10-3-3 10-3-3 8 10-3-3 20-6-5 9 10-3-3 30-9-8 MAX DEFLECTION (span) : L/773 IN MEM 7-8 (LIVE) L= -0.47- D= -0.40" T= -0 _=== Joint Locations =_--- 1 0- 0- 0 -6 0- 0- 0 2 7- 8- 6 7 10= 3- 3 3 .15- 4-12. 8 20- 6- 5 4 23- 1- 2 9 30- 9- 8 5 30- 9- 8 4-0.0 -1 TSHIP' _ 6/30/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1' WA RNI v G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5332 L/1L��IIL��1 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U SS 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: BRYA A Company You Can Truss l utiliud on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 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 Live 20.00 psf DurFacs L=1.25 P=1.25 - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUTPI Phone 760 341-2232 r,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE ,HIB BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 341-2293 CONNECTED WOOD TRUSSES'. (HIB -9I) a,d -9I 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 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: A3 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4. SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 1139 5.50• 1.63^ BC 2x4 SPP 1650a -1.5E and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ® See standard details (TX01087001-001). Support 1 -85 lb 2 30- 6-12 1139 5.50" 1.63" WEB 2x4 HP STUD TC Live 20.00 psf Plating Spec : ANSI/TPI - 1995 Support 2 -79 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 165OF-1.SE 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the a the truss material at.each bearing GBL BLE 2x4 HP STUD psf MULTIPLE LOAD CASES. UBC -97 Code. env,,nmeni that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed Yes, Importance Factor 1.00 TC FORCE AXL END CSI End verticals designed for axial loads only. Gable verticals are 2x 4 web material spaced Truss Location = End Zone 1-2 6 0.00 0.51 0.51 Extensions above or below the truss profile at 16.0 " o.c. unless noted otherwise. Hurricane/Ocean Line - No , Exp Category = C 2-3 -3930 0.13 0.51 0.64 (if any) require additional consideration Top chord supports 24.0 " of uniform load Bldg Length - 40.00 ft, Bldg Width - 31.25 ft 3-4 -3528 0.10,0.54 0.64 (by others) for horiz. loads on the bldg. at 20 psf live load and 10 psf dead load. Mean roof height = 10.17 ft, mph=80 4-5 -6 0.00 0.54 0.54 Additional design considerations may be DEC Special Occupancy, Dead Load = 17.0 psf BC FORCE AXL END CSI 6-7 3550 0.53 0.22 0.75 7-8 4272 0.64 0.19 0.82 8-9 2966 0.44 0.21 0.65 WEB FORCE CSI WEB FORCE CSI 1-6 -201 0.07 3-8 -8050.55 2='6 -3656'0.59 4=8 716 0:25 2-7 471 0.16 4-9 -3095 0.95. . 3-7 -374 0.26 .5-9 -189 0.04 7-8-6 7-8-6 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 ihe'truss face'providirig_=lateral• support for'r$ebs in the truss plane and creating shear wall action to resist diaphragm loads - 7 -8_6 7-8_ 6 7-8-6 15-4-12 23-1-2 30.9-8 2 3 4 5 025 6 7 1010 10-3-3 30-9-8 8 1010 20-6-5 3-10 . 9 10-3-3 30-9-8 MAX DEFLECTION (span) L/773 IN MEM 7-8 (LIVE) L= -0.47" D= -0.40" T= -0 ===== Joint Locations ==_== 1 0- 0- 0 6 0- 0- 0 2 7- 8-'6 7 10- 3- 3 3 15- 4-12 • 8 20-.6- 5 4 23- 1- 2 19 30- 9- 8 5 30- -9- 8 U _1004 J� TYPICAL PLATE: 1.5-3 6/302004 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: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA U S O 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 20.00 psf Durfacs L=1.25 P=1.25 TR S W 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 Trl p You ussnoted. 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 10.00 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-11 A env,,nmeni 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 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 -PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 lJob Name: LARRY BARAJAS ADD. Truss ID: B TC 2x4 SPF 1650F -1.5E BC .2x4 SPF 1650F -1.5E GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [-1 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 thetrussplane and creating shear wall actiont_o resist. diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent rackingofthe truss under lateral loads. Truss without diagonal web members or adequate aheathing applied to the truss face'is designed to support only vertical load as noted. 2 3 4 5 •[PM)=PLATE MONITOR USED -See Joint Report— Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 1 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 50.50 ft Mean roof height = 10.28 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf i Joint Locations =--- 1 0- 0- 0 14 0- 0- 0 2 1- 4- 0 15 1- 4- 0 3 2- 8- 0 16 2- 8- 0 '4 4 0- 0 17 4- 0- 0 5 5-.4- 0 18 5- 4-'0 6 6- 8-'0 19 6- 8- 0 7 ,'8- 2-0 20 8- 0-0 6 7 8 9 10 11 12 8 9- 4- 0 21 9- 4-'0 9 10- 8- 0 22 10- 6-14 0r 25 10 12- 0- 0 23 12- 0- 0 11 13- 4'- 0 24 13- 4- 0 12 14- 8- 0 25 14- 8- b T 13 15.- 1- 8 ,26 15-..1- 8 2-4 2-4 ,5_,8®1'DW " 25-6-0 � 9-10-8 ` �a STUB 14 15 16 17 18 19 20 21 22 23 24 26 ' STUB U TYPICAL PLATE: 1.5-3 6/30/20.04 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.E.I. WO: 85332 ® T R U S S W O R KS A Company You Can Trussl 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- BRYA DSgnr: BRYA TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pi. ste-11 A Palm Desert, CA. 92211 Phone se 34A. 2 2 ( ) Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. .Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA 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'Onoftio Drive, 1 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I 1 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Segn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: B1 Qty: 3 Drw : RG B -LOC REACT SIZE REQD TC 2x4 SPP 165OP-1.51 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 25- 8-12 641 5.50" 1.50" BC 2x4 SPP 1650F-1.51 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -76 lb 2 40- 4-12' 579 5.50" N. WEB. 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -68 lb RG REQUIREMENTS shown are based ONLY Lumber Shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the is the truss material at each bearing Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. UBC -97 Code. psf ' prevent rotation/toppling. See HIB -91 and End verticals designed for axial loads only. Bldg enclosed = Yes, Importance Factor - 1.00 TC FORCE ABL HND CSI ANSI/TPI 1-1995 or ANSI/TPI 1-2002. extensions above or below the trues profile Trues Location = End Zone 1-2 -514 0.01 0.91 0.91 (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C 2-3 -720 0.00 0.87 0.88 Segn T6.4.12 - 0 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width = 50.50 ft ' Mean roof height = 10.28 ft, -mph = 80 BC FORCE ABL BND CSI UBC Special Occupancy, Dead Load = 17.0 psf 4-5 -2 0.00 0.12 0.12 ----------LOAD CASE #1 DESIGN LOADS ---------------- 5-6 1047 0.16 0.09 0.25 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 6-7 2 0.00 0.12 0.12 - TC Vert 60.00 25- 6- 0 60.00 40= 7- 8 0.67 BC Vert 14.00 25- 6- 0 14.00 40- 7- 8 0.00 WEB FORCE CSI WEB FORCE' CSI - ..Type... .lbs B.LOc • LL/TL 1-4 -629 0.28 2-6 -470 0.14 TC Vert 100.0 28- 6- 0 0.54 1-5 622 0.22 3-6 829 0.29 2-5 -603.0.39 3-7 -554,0.28 8" 8-2� 6-11�=i===0- 00- 0Loca5- Locations 8-2-0' 15-1-8 2 8- 2+'0 6 10- 6-14 3 15- 1- 8 7 15- 1- 8 4 0- 0- 0 2 3 0 15-1.8 25-6_0 9-100--8 1QI� Qp'� A'�QI / v 1 4 5 7 Olt 6 STUB. 3-4-5 i 7-2-9 4-610 STAB 6/30/2004 3-4-5 10-6-14 15-1-8. All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• BRYA T U S S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 R W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing'and the bottom chord is.laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 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 Desert, Palm DesertCA. 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 7.00 psf P Design Spec UBC -97 9 P Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: B2 Qty: 2 Drw : RG X -LOC REACT, SIZE REQ'D TC 2x4 SPP 1650E-1.58 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 2s- 8-12 925 5.50" 1.50" BC 2x4 SPF 1650F -1.5E and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -87 lb 2 so- 3- 4 925 5.50" 1.50" WEB 2x4 HF STUD DSgnr: BRYA MULTIPLE LOAD CASES. Support 2 -87 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 165OF-1.58 8-4 PLATE VALUES PER ICBO RESEARCH REPORT #1607. This trues is designed using the a the truss material at each be. End verticals designed for axial loads only. Drainage must be provided to avoid ponding. UBC -97 Code. BC Live 0.00 psf Extensions above or below the truss profile 1','WTCA 1' - Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI (if any) require additional consideration 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 Truss Location = End Zone ' 1-2 -974 0.01 0.61 0.62 (by others) for horiz. loads on the bldg. TOTAL 37.00 psf Hurricane/Ocean Line - No , Exp Category = C 2-3 -2213 0.04 0.66 0.71 Bldg Length - 40.00 ft, Bldg Width - 50.50 ft 3-4 -1753 0.09 0.74 0.82 Mean roof height = 10.38 ft, mph80 =17.0 BC FORCE AXL HND CSI UBC Special Occupancy, Dead Load = psf 5-6 -3 0.00 0.10 0.10 ' 6-7 2160 0.32 0.08 0.40 7-8 2085 0.31 0.09 0.40 8-9 3 0.00 0.14 0.14 WEB FORCE CSI WEB FORCE CSI 1-5 -911 0.40 3-7 133 0.05 1-6 1187 0.41 3-8 -684 0.16 2-6 -1333 0.86` 4'-8 1882 0:28 2-7 110 0.04 4-9 -881 0.48 6" 8-2=0 __, 8-2-0 1 2 Or 25 =--== Joint Locations ===== _ 1 0- 0- 0 6 3- 4- 5 2 8- 2- 0 -7 10- 6-14 3 16- 7- 0 8 17- 9- 7 8-5-0 8-5 0 4 25- 0- 0 9 25- 0- 0 16-7-0 25-0-0 5 0- 0- 0 3 4 2-4 2-a 25-625-6-0 STUB 5 6 7 8 9 3-43-4.5 7-2-9 7-2-9 7-2-9 3-4-5 10-6-14 17-9-7 25-0-0 I T 5-0-10 SRIF 30-9 I' 6/30/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all noteson this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer. Chk' BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR 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: BRYA TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Tfussl 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.anached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. Ste -11 A Palm Desert, CA. 92211 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 Wood BC Live 0.00 psf O.C.Spacing 2- 0.0 Phone (760) 341-2232 1','WTCA 1' - Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE BC Dead 7.00 psf Design Spec UBC -97 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 1 1 11 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: B3 Qty: 5 Drw : Eng. Job: EJ. RG x -LOC REACT SIZE REQ 'D TC 2x4 SPP 2100P -1.8E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assuined for dimensional accuracy. Dimensions 1 la- 2-12 1425 5.50" 2.04° 2x4 SPF 1650F-1.513 1-2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -71 lb 2 50- 3- 4 1425 5.50" 2.04° BC 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -71 lb RG REQUIREMENTS shown are based ONLY WEB 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the In the truss material at each bearing 2x4 SPF 1650F -1.5E 12-6 Drainage must be provided to avoid ponding. UBC -97 Code. Phone se 34A. 2 I%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED and'HIB-91 BC Dead 7.00 psf End verticals designed for axial loads only. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE A8L BND CSI Extensions above or below the trues profile Truss Location = End Zone 1-2 -1450 0.02 0.41 0.43 (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C 2-3 -4518 0.30 0.51 0.80 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width - 50.50 ft 3-4 -5632 0.43 0.53 0.97 Mean roof height = 10.38 ft, mph 80 4-5 -5065 0.18 0.53 0.71 UBC Special Occupancy, Dead Load 17.0 psf 5-6 -3062 0.20 0.68 0.89 BC FORCE A8L BND CSI 7-8 -4 0.00 0.09 0.09 8-92161 0.43 0.09 0.52 9-10 5515 0.82 0.11 0.93 0-11 .5559 0.83 0.10 0.93 1-12 3693 0.55 0.09 0.65 2-13 4 .v0.00 0.14.0.14 ... ._. .. WEB FORCE CSI WEB FORCE CSI' -94.0.04' MAX DEFLECTION (span) 1-7 -.14x10.56 4-10 L/711 -IN MEM10-11 (LIVE) 1-8 1941 0.67 4-11 -707 0.21 L= -0.64"' D= -0.55" T= -1 2-8 -1861 0:50" 5-11 1491.0.52 2-9 1798 0.62 5-12 -1289 0.31 3-.9 -1175 0.49 6-12 3292 0.49 � � � ----= Joint Locations =---- 3-10 '•140 0.06 6-13 -1380 0.75 1 0- 0- 0 8 2- 5'- 2 2 4-10- 0 9 9- 7-11 ' 3 -13- 3- 0 '10 16-10- 5' 4 21- 8- 0 11 24- 0-14' 4-10-0 8-5-0 8-5-0 8-5-08-5-0 5 30- 1- 0 12' 317 3-. 7 4-10-0 13 -3-0 21-8-0 30-1-0 38 6-0 . 6 38- 6- 0 13 38- 6- 0 7 0- 0,- 0 1 2 3 4 5 6 .' CHIre 0�- .25 a 2-4 2-4 1212-0-0 STUB 7 8 9 10 11 12 13 2-5-2 7-2-9 7.2-9 7-27-2 9 7-27-2_4 7-2-9 -1 2-5=2 9-7-11 16-10-5 24-0-14 31-3-7 38-6-0 T T 3I T 6/30/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B5332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assuined 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 DS g Ilr: BRYA utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf 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 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing z - o - o Palm Desert, CA. 92211 2 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI1TPI Phone se 34A. 2 I%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED and'HIB-91 BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 341-2293 WOOD TRUSSES' - (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 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: B4 Qty: 5 Drw : RG S -LOC REACT SIZE REQ -D TC 2x4 SPF 2100P-1.BH Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 133 5.50^ 1.50^ 2x4 SPF 1650F -1.5E 3-5 ® See standard details (T%01087001-001). Support 1 -436 lb 2 12- 2-12 2731 5.50" 3.91• BC 2x4 SPF 1650F-1.SE Plating Spec : ANSI/TPI - 1995 Support' 2 -25 lb 3 50- 3- 4 1220 5.50• 1.75• WEB 2x4 HF 'STUD Rep Mbr Bnd 1.15 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -18 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP '1650F-1.SE 1-9, 14-7 MULTIPLE LOAD CASES. This truss is designed using the a the truss material at each bearing Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC -97 Code. Fax # (760) 341-2293 - (HIB -91) and'HIB-91 by TPI. The Truss Plate Institute (TPI) located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf CAUTION - persons installing trusses should Install interior support(s) before erection. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE ASL BND CSI retain a local engineer for proper lifting, Drainage must be provided to avoid ponding. Truss Location = End Zone 1-2 1962 0.16 0.57 0.73 handling and bracing per TPI/HIB-91. End verticals designed for axial loads only. Hurricane/Ocean Line - No , Exp Category = C 2-3 4055 0.39 0.57 0.96 Extensions above or below the truss profile Bldg Length = 40.00 ft, Bldg Width = 50.50 ft 3-4 -1810 0.03 0.61 0.63 (if any) require additional consideration Mean roof height = 10.38 ft, mph 80 4-5 -3748 0.23 0.50 0.73 (by others) for horiz. loads on the bldg. UBC Special Occupancy, Dead Load 17.0 psf 5-6 -3879 0.11 0.53 0.63 6-7 -2577 0.14 0.62 0.77. BC FORCE A21L BND CSI 8-9 -4. 0.00 0.12 0.13 9-10 -2441 0.11 0.21 0.33 0-11 -831 0.00 0.24 0.24 1-12 3246-0.48 0:10 0.58 2-13 4156 0.62 0.10 0.72 3-14 3039 0.45 0.08 0.53 MAX DEFLECTION (span) 4-15 4 0.00 0.14 0.14 - L/958 IN MEM 12-13 (LIVE) L= -0.48" D= -0.41" T= -0 WEB FORCE CSI WEB FORCE CSI 1-8 476 0.17 4-12 597 0.21 1-9 -2022 0.54 5-12 -481 0.31 .2-9 754 0.26 5-13 -393 0.12 2-10 -2211.0.94 6-13 912 0.32 3-10 -3597 0.91 6-14 -1020 0.24 3-11 2736 0.95 7-14 2762 0.41 4-11 -1703 0.71 7-15 -1174'0.64 T5 1 12-0-0 8.5-0.� 7-11-0 8-11_0 8-5-0 8-5� 8-5-0 8-5-0 16-4-0 25-3-0 33-8-0 42-1-0 50-6-0 1 2 3 4 5 6 7 0� 1 art MX/7-10 3-6 5-5 3-4 3-1011 2d 3-6 6. ' 4-10 5-6 3-4, 6-6 2- 12-2-12 50-6-0 8 9 10 11 12 13 14 15 7-2-9 5-0-3 9-4-15 7-2-9 7-2-9 7-2-9 7-2-9 7-2-9 12-2-12 21.7-11 28-10-5 36-0-14 43-3-7 50-6-0 T I5 Q 3-0-91 SHIP ===== Joint Locations ===== 1 0- 0- 0 9 7- 2- 9 2 8- 5- 0 30 12- 2-12 3 16- 4- 0 11 21- 7-11' 4 25 3- 0 12. 28-10- 5 5 33- 8- 0 13 36- 0-14 6 42- 1- 0 14 43-'3- 7 1 . 50-. 6- 0 . 15 50- 6-0 8 0- 0- 0 0/2004 OVER 3 SUPPORTS 6/30/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B5332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: BRYA T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110.St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Palm Desert, CA, 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIIfPI Phone (760) 341-2232 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET is BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 341-2293 - (HIB -91) and'HIB-91 by TPI. The Truss Plate Institute (TPI) located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. RG K -LOC REACT SIZE REQ'D 1 0- 2-12 133 5.50" 1.50" 2 12- 2-12 2731 5.50"^ 3.91" 3 So- 3- 4 1220 5.50 1.75" RG REQUIREMENTS shown are based ONL n the truss material at each bearin TC FORCE AXL END CSI 1-2 1962 0.16 0.57 0.73 2-3 4055 0:39 0.57 0.96 3-4 -1810 0.03 0.61 0.63 4-5 -3748 0.23 0.50 0.73 5-6 -3879 0.11 0.53 0.63 6-7 -2577 0.14 0.62 0.77 BC FORCE AEL HND CSI 8-9 -4 0.00 0.12 0.13 9-10 -2441 0.11 0.21 0.33 0-11 -831 0.00 0.24 0.24 1-12 .3246 ..0.48_-0.10 0.58' 2-13 4156 0.62 0.10.0.72 3=14 3039 0.45 0.08 0.53 4-15 4 0.00 0.14 0.14 WEB FORCE CSI WEB FORCE_, CSI 1-8 476 0.17 4-12 597 0.21 1-9 -2022 0.54 5--12 -481 0.31 2-9 754 0.26 5-13 -393 0.12 2-10 -1211 0.94 6-13 912 0.32 3-10 -3597,0.91 6--14 -1020 0.24 3-11 2736 0.95 7-14. 2762 0.41 4-11-1703 0.71 7-15-1174 0.64 TYPICAL PLATE: 1.5-3 Truss ID: B5 TC 2x4 SPP 2100F -1.8E 2x4 SPP 165OF-1.5E 3-5 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Y 2x4 SPP 1650P -1.5E 1-9, 14-7 g GBL ELK 2x4 HF STUD Install interior support(s) before erection. Drainage must be provided to avoid ponding. 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 20 psf live load and 10 psf dead load. Additional design considerations may be required if -sheathing is attached. (+) indicates the requirement for lateral bracing (designed by others) perpendicular to the.plane.of the member at 63 -intervals. Bracing, is a result of wi'ad load,ipplied to member.(Combination-axial plug bending). ,.This truss requires„adequate.sheathing,,tas designed by others;'applied to the truss face providing lateral supportfor webs in the truss.plane-and creating shear wall action to resist diaphragm loads. T 5-0., 1 12-0-0 88-5-0 7-11=0 8-5-0 16-4-0 1 2 3 ®Web bracing required at each location shown. See standard details (TR01087001-001). 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. CAUTION - persons installing trusses Should retain a local engineer for proper lifting, handling and bracing per TPI/HIB=91. 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. 88-11_0 8-5-0 25-3-0 33-8-0 4 0� 1 Drwg: UPLIFT REACTION(S) Support 1 -436 lb Support 2 -25 lb Support 3 -18 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 50.50 ft Mean roof height = 10.38 ft, mph 80 UBC Special Occupancy, Dead Load 17.0 psf MAX DEPLECTION.(span) : L/958 IN MEM 12-13 (LIVE) L= -0.48" D- -0.41" T= -0 ===== Joint Locations ===== 1 0- 0- 0 9 7-, 2- 9 2 8- 5- 0 10 12- 2-12 3 16- 4- 0 11 21- 7-11 4 25-3- 0 12 28-10- 5 5 33- 8- 0 13 36-'0-14 8-5-0 8-5-0 6 42- 1- 0 14 43- 3- 7 42-1-0 50-6-0 7 50- 6- 0 15 50- 6- 0 8 0- 0- 0 5 6 7 8 9 10 7-2-9 15-0-3 1 7-2-9 12-2-12 11 12 9-4-15 7-2-99 21-7-11 28-10-5 13 14 15 7-2-9 7-2-9 7-27-29 36-0-14 43-3-7 50-6-0 T 5-0-10 T3-0-91 Jv\ ® vvv 6/30/2004 OVER 3 SUPPORTS All plates are 20 gauge.Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 85332 This design is for an individual building component not truss system. It has been,basedon specifications provided by the component manufacturer Chk• BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr• BRYA utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- o- o 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', 'ANSUTPI Phone (760) 341-2232 I','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 7.00 psf Design Spec UBC -97 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 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. Truss ID: B6 Qty: 4 Drw : WO: 85332 RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1. 5E web bracing required at each location shown. UPLIFT REACTION(S) Dsgnr' BRYA 1 0- 2-12 238 5.50^ 1.50^ 2x4 SPF 2100F -1.8E 1-3 ® See standard details (TX01087001-001). Support 1 -199 lb 2 12- 2-12 2194 5.50^ 3.14^ BC 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 Support 2 -63 lb 3 43- 3- 4 1007 5.50" 1.50" WE 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -36 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 1650P -1.5E 1-9 MULTIPLE LOAD CASES. This truss is designed using the a the truss material at each bearing Mark all interior bearing locations.. PLATS VALUES PER ICBO RESEARCH REPORT #1607. UBC -97 Code. Drainage must be provided to avoid ponding. Install interior support(s) before erection. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI End verticals designed for axial loads only. Truss Location = End Zone 1-2 1101 0.08 0.59 0.67 Extensions above or below the trues profile Hurricane/Ocean Line - No , Exp Category = C 2-3 2655 0.26 0.59 0.85 (if any) require additional consideration Bldg Length = 40.00 ft, Bldg width= 50.50 ft 3-4 -1832 0.03 0.57 0.60 (by others) for horiz. loads on the bldg. Mean roof height = 10.31 ft, mph 80 4-5 -2782 0.06 0.57 0.64 UBC Special Occupancy, Dead Load = 17.0 psf 5-6 -2104 0.04 0.49 0.52 6-7 -3 0.00 0.24 0.24 BC FORCE AEL BND CSI ' 8-9 -4 0.00 0.13 0.13 9-10 -1397 0.01 0.22 0.23 0-11 274 0.04 0.19 0.23 1-12 "2738 0.41:0.11 b.51 2-13 2637 0.39 0.10,0.49 3-14 1013 0.15 0.10 0.25 MAX DEFLECTION (span) L/999IN MEM 11-12 (LIVE) WEB FORCE CSI WEB FORCE CSI L= -0.24" D= -0.21" T= -0 1-8 241 0.08 4-12 105 0.04 1-9 -1133 0.73 5-12 155 0.05 _ - -= Joint Locations =- -2-9 468 0.16 5-13 -753 0.22 1 0- 0-. 0 8 0- 0 0 2-10 -1801 0.77 6'-13 1260 0.44 2 8- 5- 0 9 7- 2- 9 3-10--30810.87 6-14 -1363 0.46 3 16-10- 0 10 12- 2-12 3-11 1716 0.59 7-14 55 0.02 4 25- 3- 0 11 21- 7-11 4-11 -1087 0.46 5 33- 8- 0 12 28-10- 5 8-5-0 8-5-0 8-5-0 8-5-0 6-10-06 m 40- 6- 0 13 '36- 0-14 -� 1 7 43- 6- 0 14 43- 6- 0 8-5-0 16-10-0 25-3-0 33-8-0 40-6-0 1 2 3 4 5 6 7 FO.25 8 9 10 11 12 13 7-2-9 15-0-3 9-4-15 7-2-9 7-2-99 7-2-9 12-2-12 21-7-11 28-10-5 36-0-14 I4-10-14 2 -10f13 SHIP 7-M 14 STUB 7-57-52- 43-6-0 v 6/30/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 85332 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' BRYA T U S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 R S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 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 Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Palm Desert, CA. 92211 Palm es 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 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: LARRY BARAJAS ADD. . Truss ID: B7 Qtv: 1 Drwa: TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 165017-1.513 GBL ELK 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, --applied to the truss face providing lateral support for webs in the�.trus_s.,plane. and, creating,.shear,.wall t action o'resist diaphragm loads. Diagonals may be omitted if•adequatebracing designed by others, is provided: to prevent racking of'the:tr:usa under lateral loads. Truss without diagonal web members -or adequate sheathing applied to the 'truss face is designed to support only vertical load as noted. T 4.1 0.1 1 2-0-0 •[PM)=PLATE MONITOR USED -See Joint Report - Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 50.50 ft Mean roof height = 10.31 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf 5-6 7-0-0 37 38 39 40 41 42 43 44 45.4647 48 49 50 51 52 53 54 55 56 57 56ie0 61 62 63 64 65 66 67 68 9! STUB 7_ = Joint Locations ===== 1 = 0- 0- 0 37 0- 0- 0 2. 1- 4- 0 38 1- 4- 0 3 2- 8- 0 39 2- 8- 0 4 4- 0- 0 40 4- 0-0 5 5- 4- 0 '.41 5- 4- 0 6 6- 8- 0 42 6- 8- 0 7 8- 0- 0 43 8- 0- 0 8 9- 4- 0 44 9- 4- 0 9 10- 8- 0 45 10- 8- 0 10 12- 0- 0 46 12- 2-12 11 13= 4- 0 47 13- 4- 0' 12 14- 8- 0 4814- 8- 0 13 . 16- 0- 0 49. 16- ,0- 0. 14 16-10-.0 50 17- 4- 0 15 .17- 4- 0 51 18- 8- 0 16 18- 8- 0 52 20- 0- 0 17 20- 0- 0 53, 21- 4- 0 1821- 4- 0' 54. 22- 8-'0 19 22-,8- 0 55 24- 0- 0 20 24='O- 0 56 25- 4- 0 21 25- 4- 0 57 26- 8- 0 22 26- 8- 0 58 28- 0- 0 23 28- 0- 0 59 28-10- 5 24 29- 4- 0 60 ' 29- 4 0 25 30- 8- 0 61 30- 8- 0 26 32- 0-'0 62 32- 0-0 27 33-4= 0 63. 33- 4- 0 28' 33- 8- 0 64 34- 8- 0 29 34- 8- 0 65 36- 0- 0 30 36- 0- 0 -66. 37- 4- 0 31 37- 4- 0 67 38- 8- 0 32 38- 8- 0 68 4.0- 0- 0 33 40- 0- 0 69 41- 4- 0 34 41- 4- 0 70 42- 8- 0 35 42- 8- 0 71 43- 6- 0 36 43-'6- 0* TYPICAL PLATE: 2-4 6/30/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswel software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet'and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads DS nr• BRYA 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 20.00 psf DurFaes L=1.25 P=1.25 A:Com pany YOU Can Truss 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 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed.in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- o- B Palm Desert, CA. 92211 grid brace this cuss 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 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 7.00 psf Design Spec UBC -97 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 37.00 psf Segn T6.4.12 = 0 lJob Name: LARRY BARAJAS ADD. Truss ID: BKG1 Qtv: 1 Drwa: TC 2x4 SPF 1650F-1.56 BC 2x4 SPF 1650P -1.5E GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gableverticals are 2x 4 web material spaced at.16.0 " o.c. unless noted otherwise. Top chord supporta 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [-) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result ofwind load .applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action.to resist diaphragm,iloads. Diagonals may be omitted if adequate bracing deaignedby'others, is provided to prevent racking of the truss under lateral.loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 4_3-0 T 2-M 1 2 3 4 -[PMI -PLATE MONITOR USED -See Joint Report-* Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. . ' ' Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 5 6 7 8 9 10 025 2-4 2-4 This trues is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/ocean Line = No , Exp Category = C Bldg Length = .40.00 ft, Bldg Width = 50.50 ft Mean roof height = 9.98 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf 2-2-15 7_== Joint Locations == -- 1 0- 0- 0 11 0- 0 0 2 1-.4- 0 12 1- 4- 0 3 2- 8- 0 13 2- 8- 0 4 4- 0- 0 14 4- 0- 0 5 5- 4- 0 15 5- 4- 0 '6- 8- 0 16 6- 8- 0 . 7 8- 0- 0 17 8- 0- 0 8 9- 4- 0 18 9- 4- 0 9 10- 8- 0 19 10- 8- 0 10 12- 0- 0 20. 12- 0- 0 �200� 38-6-0 TYPICAL PLATE: 1.53 11 12 13 14 15 16 17 18 19 20 STUB 6/30/2004 OVER CONTINUOUS SUPPORT All plates" are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk:.BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR 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 DS nr' BRYA 9 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 13=1.25 A Company You Can TrUSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC. Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf 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 76O 341-2232 1','WTCA I' - Wood Thus Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 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 1 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 11 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Lob Name: LARRY BARAJAS ADD. Truss ID: BKG2 Qtv: 1 Drwa: TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 1650F-1.SE GBL ELK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others).perpendicular to the plane of the member at 63 -intervals. Bracing is 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 c reating shear wall action :to,,resist:diaphragm.+loads. Diagonals may -be omitted if adequate bracing designed by others, is provided to prevent racking ofthe truss under lateral loads. Trues withoutdiagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted'. 4-0-6 T 2-3-0 1 2 3 4 P•[PMI-PLATE MONITOR USED -See Joint Report lating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads -only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 5 6 7 8 9 10 11 0.25 This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 50.50 ft Mean roof height = 10.12 ft, mph 80 UBC.Special Occupancy, Dead Load 17.0 psf ===== Joint. Locations ===== 1 0- 0- 0 12 0- 0- 0 2 1- 4- 0 13 1- 4- 0 3 2- 8- 0 14 2- 8- 0 4 4- 0- 0 15 4- 0- 0 5 5- 4- 0 16 5- 4- 0 '6- 8- 0 17 6- 8- 0 7 8- 0- 0 18 8- 0- 0 8 9- 4- 0 19 9- 4- 0: 9 10- 8- .0 '20'-10- 8- 0 10 12- 0= 0 21 12- 0- 0 11 13 -Tr`T_ 13- 6- 0 2.4 2-4 13-6-0 i 12-0_0 ,'25.0-0 TYPICAL PLATE: 1.5-3 STUB 12 13 14 15. 16 17 18 19 20 21 22 .STUB OVER CONTINUOUS SUPPORT 6/30/2004 All plates are 20.9auge 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: 85332 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• BRYA and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S 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 s nr• BRYA Dg . S utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing z- o- o Palm Desert, CA. 92211 se 2 end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/rPl Phone 34A. 2 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibili'des,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD BC Dead 7.00 psf Design Spec UBC -97 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 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 N II aOCTAT TO IN- Ben4o C4 1Ce(J; Pu) 2d If there are "Corrective Actio n.Requests" noted.iii the TINWAG'S,. please forward evidence to our office of the corrections. Until the corrections have been forwvarded-to the N A..'office, the a /dit is not a closed audit. Auditor for Nati6nal Inspection Association./ Quality St•stems tllaura;emetit P.O. Box 3426 E -Mail: `i``IA_3illetteCccn.com . (307) 685-63310 Gillette, «yonzing 82717-3426 Cellular 1'lione; '(307).689 X977 (307) 685-6331 Page Two of TWO . �f7 �t mh ZJ rli� Ben4o C4 1Ce(J; Pu) 2d If there are "Corrective Actio n.Requests" noted.iii the TINWAG'S,. please forward evidence to our office of the corrections. Until the corrections have been forwvarded-to the N A..'office, the a /dit is not a closed audit. Auditor for Nati6nal Inspection Association./ Quality St•stems tllaura;emetit P.O. Box 3426 E -Mail: `i``IA_3illetteCccn.com . (307) 685-63310 Gillette, «yonzing 82717-3426 Cellular 1'lione; '(307).689 X977 (307) 685-6331 Page Two of TWO . Y THESE DETAILS AR INTENDED 10 SHOW- D1I:"i I2SU. REQUIRED COi:.F:CTIO='ECO _2<EEN0E D BY TRUSWAL SY —1-n n1._�.Sl„E?�fS--�.,...�,.TJ-iF�-T_.sT•. S ..r2U. NO'.i Rbrz,A..CF Or: SL"�ERS•w7-�. _<41 ?fix=' -e -I -. STUDS e . A �r 16 O.C.I SECT. A=A. TRUSS (TYP. ) PROCEDURE: 1' TOF'-?JA?L BLOCS TRUSS WITH 1.-16d COM_mON NA" _i,,.' 2 PLACE t,:EXT TRU:. AGAINST. BLOCK AND TO.E-NAIL j''RUSS TO TOP PLATE . W] ;'! 2-16d COMl,iON NAILS . 3 END NAIL THROUC, I TRUSS INTO BLOCK WITH 1-16J . COFIMON NAIL. 4 PLACE NEXT BLOC-: AGAINST .TRUSS AND REPEAT STEPS 1 THROUGH •3. 5 BLOCKS MAY BE A'P`..'ACHED .TO TOP, PLATE WITH .SIMPSON A35F (OR EQUIV. ) FRAMING ANCHORS. SEEPiANUFACTURER'S CATALOG FOR DE SPECIFICATIONS. ARC TRUSS CONNECTION TO INTEL_? -.:R BEARING'' WALLS _ `j ' X' BP.%:;_ING � LL!. i B -C_ OF TRUSS OR U , A� END VERTICAL RUN N�'G�12p05 Q n THROUGH TO BFkRING. �0� P OPT WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR I MUST BE. SHIMMED. TO.'THE CbkRECT HEIGHT. � USE 2-16d COMMON NAILS .TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS.'-' DIAGONAL 'X'.BRACING. IS. REEUIR.BD.AT ENDS OF THE BUILDING L� (OR WALL) AND AT AMAX. OF 16, -INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL -.WITH 2-8d NAILS E'ACH.END. BLOCKING SIMILAR TO EXTERIOR WALL DETALL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING'.P,ARTITION WALLS WALL PERPENDICULAR TO,.TRUSS WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CHORD _. BOT CH : B 2x 2X SECT: C TOP PLATE C TOP PLATE min S E CT B 1-16d COMMON NAIL OR 1-16d COMMON NAIL OR 24" 0-C. SIMPSON'STC (OR EQUIV. SIMPSON STC (OR;EQUIV.. TRUSS CLIP TYP.) TRUSS CLIP FILE NO. CD -1 A OZ. e2® DATE:.9/10./92Tws REF'.: DES. BY: L.M.CK. 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C0V) S . fhdl JO GN3 H3V3 -1V , r\ I. 1Ib'13Q ADVOi,`JJId iUv -,�`-ave -.'""._� ! +v;,c <: a....-._, .: , --��.,•Y,.» - ' � .. _ iJ a __ o . :,u � 3 .S ' _-rte` _ _ _ ._. _--- .• - •.-.=;az�.w.�.�'us- e -i C>,� R.�3 c -C Ln Jq J �9 20 Ca ' 2 O ri c ;a U -'0- rto' , ll A C�7r a cl rD J N -1 > - 1, ^ �. 4 ^ � •�--.: _ � N 1 (., 1-0 o CO P51 =' r. ^• _ y r Tyr. N ri p , .. � r l------.. _ rr CL r. �: ' t, -.� 9 � ,,;rr� ,.Ili„ :<^• 1� ; r, ��r,� _ -_ It N C O r LsJ� w fn L r. Z:, i� v, t• O N ,.:_�. nu c �: .57 i? �l rte, ! • 1-i�.,-s. vt7i.11f 7-,f' II CD t p _ N - , T ,PIC.AL TICK 2x,1 Y2 CONTIN000S 3'rilOWDRACK 13F -,ACED TO ROOF S'MUCTU11E AT 6'-0' rAAX!t`/1tj?`A. CONT!NU01;'z DEAnING VI,AL;_ - MAXi'-AW4 V-0' SAVE WITH 7 BLOCKS Ou 32"o.c. Oil 2* -0' EA`/F, J OR 3:R. OUTLOOKERS CUT INTO GABLE @ 312 "o. c. STRONGBAU AT; 2X4 STROIlGDAC IGF", " , V`� F 6' N1 i 4'-10" CLEASPAN, '70 MPH A E -CLEAUWAN. 60 MPH -4'-,.5 11 If EAM GRADE CHORDS ANO STUDS 2."It Rc. S"'UDS YO OL HEEL P! ATE: 3-:1 (2X-1 5 5 , -- ` '__1 - f., x 6) r7 ,\ & C, ;:,, x s) GABLE CNID F�Fl;-.NHNG DET :LS (MR). Pu -A !v:rjUnE:,.,'�Et1TS' . SHOWN) i SHEATHING TO GAOLE 1!f T r X, NOTCH i:i' C. C. Ii IIt li II '!:V1 SOLID BLOCK WITH 3-16d NAH.S EI -40 Afq-,) SJ NAILS F"01`11 S!<1%TH1,NG en",CF 6,j t Gd AT 6" I 6d / i2 Sd SOUDSLOCK Vl:"-') 1 2- i 5d TOC. II Iz 16d H,*,I',E--j E.A.. END i WALL 1; n,, C PER 3U IL D S I G N' 11. 2s: CO.NFINUOUS UACKNG %-VITH 16d N,,'.11-5 : T 24' TO Ti -ii: WALL PLA rE. SECTION Al .3�I�zc' _ a 12� � fl.cc� LE) ()o5 A13 112 !DPJ \1j Read '&if ro(qu-5 an this sheet and aive a copy of it to :;;e Efeding Contractor. It TPI 71.64 T:,., I, s,q-, -,,. .11 - ' .1 It, I.— In I, !1:t 1, 1 v diIp, lIe,j 0, C..0 .'I, ln,IIj b, "I 1ncil hI,I,,J:,,,) coo,. 1; 1- sv-c; RIA I'll loo 1n0,,j .-. tv,,,w; Of w. FRI ano mo oo;to,n cr.", I, IX, It "o.d -.njn-n,, .11,110-1 d:--. ; M14CM60. --ni— oln, Poi,In. a,acjj ,Id Lr ,co MI, W", • !10 4--l. CI: !�L, ,�IDAAD rCft. VF. T.L P -,Ai- 00t$NECT;L 11,0 ANrj Lr-4Cj::r p,;.- (r,ljljcC 4 Zvi -;1; .1no HIS 9, r:- PW, Fore:: aha V-FFAI UC PEAK' "I A` 5-5 •.2x61 C) 12.011 6-6 (2xG- it 00 Mili-i Willi) pxl>(), 'T" IFIr RMNE ir ; ! T_ ; i !,' ��, ISI _ ! Ia ' _ I ,PIC.AL TICK 2x,1 Y2 CONTIN000S 3'rilOWDRACK 13F -,ACED TO ROOF S'MUCTU11E AT 6'-0' rAAX!t`/1tj?`A. CONT!NU01;'z DEAnING VI,AL;_ - MAXi'-AW4 V-0' SAVE WITH 7 BLOCKS Ou 32"o.c. Oil 2* -0' EA`/F, J OR 3:R. OUTLOOKERS CUT INTO GABLE @ 312 "o. c. STRONGBAU AT; 2X4 STROIlGDAC IGF", " , V`� F 6' N1 i 4'-10" CLEASPAN, '70 MPH A E -CLEAUWAN. 60 MPH -4'-,.5 11 If EAM GRADE CHORDS ANO STUDS 2."It Rc. S"'UDS YO OL HEEL P! ATE: 3-:1 (2X-1 5 5 , -- ` '__1 - f., x 6) r7 ,\ & C, ;:,, x s) GABLE CNID F�Fl;-.NHNG DET :LS (MR). Pu -A !v:rjUnE:,.,'�Et1TS' . SHOWN) i SHEATHING TO GAOLE 1!f T r X, NOTCH i:i' C. C. Ii IIt li II '!:V1 SOLID BLOCK WITH 3-16d NAH.S EI -40 Afq-,) SJ NAILS F"01`11 S!<1%TH1,NG en",CF 6,j t Gd AT 6" I 6d / i2 Sd SOUDSLOCK Vl:"-') 1 2- i 5d TOC. II Iz 16d H,*,I',E--j E.A.. END i WALL 1; n,, C PER 3U IL D S I G N' 11. 2s: CO.NFINUOUS UACKNG %-VITH 16d N,,'.11-5 : T 24' TO Ti -ii: WALL PLA rE. SECTION Al .3�I�zc' _ a 12� � fl.cc� LE) ()o5 A13 112 !DPJ \1j Read '&if ro(qu-5 an this sheet and aive a copy of it to :;;e Efeding Contractor. It TPI 71.64 T:,., I, s,q-, -,,. .11 - ' .1 It, I.— In I, !1:t 1, 1 v diIp, lIe,j 0, C..0 .'I, ln,IIj b, "I 1ncil hI,I,,J:,,,) coo,. 1; 1- sv-c; RIA I'll loo 1n0,,j .-. tv,,,w; Of w. FRI ano mo oo;to,n cr.", I, IX, It "o.d -.njn-n,, .11,110-1 d:--. ; M14CM60. --ni— oln, Poi,In. a,acjj ,Id Lr ,co MI, W", • !10 4--l. CI: !�L, ,�IDAAD rCft. VF. T.L P -,Ai- 00t$NECT;L 11,0 ANrj Lr-4Cj::r p,;.- (r,ljljcC 4 Zvi -;1; .1no HIS 9, r:- PW, Fore:: aha V-FFAI UC PIC SPLICE, 3-4 2;"A;j 5-5 •.2x61 'w" 6-6 (2xG- 00 Mili-i Willi) pxl>(), ir M(DIDEL 20 IT c t, -.i:4 -n 1` 1, i 0 U iH ,PIC.AL TICK 2x,1 Y2 CONTIN000S 3'rilOWDRACK 13F -,ACED TO ROOF S'MUCTU11E AT 6'-0' rAAX!t`/1tj?`A. CONT!NU01;'z DEAnING VI,AL;_ - MAXi'-AW4 V-0' SAVE WITH 7 BLOCKS Ou 32"o.c. Oil 2* -0' EA`/F, J OR 3:R. OUTLOOKERS CUT INTO GABLE @ 312 "o. c. STRONGBAU AT; 2X4 STROIlGDAC IGF", " , V`� F 6' N1 i 4'-10" CLEASPAN, '70 MPH A E -CLEAUWAN. 60 MPH -4'-,.5 11 If EAM GRADE CHORDS ANO STUDS 2."It Rc. S"'UDS YO OL HEEL P! ATE: 3-:1 (2X-1 5 5 , -- ` '__1 - f., x 6) r7 ,\ & C, ;:,, x s) GABLE CNID F�Fl;-.NHNG DET :LS (MR). Pu -A !v:rjUnE:,.,'�Et1TS' . SHOWN) i SHEATHING TO GAOLE 1!f T r X, NOTCH i:i' C. C. Ii IIt li II '!:V1 SOLID BLOCK WITH 3-16d NAH.S EI -40 Afq-,) SJ NAILS F"01`11 S!<1%TH1,NG en",CF 6,j t Gd AT 6" I 6d / i2 Sd SOUDSLOCK Vl:"-') 1 2- i 5d TOC. II Iz 16d H,*,I',E--j E.A.. END i WALL 1; n,, C PER 3U IL D S I G N' 11. 2s: CO.NFINUOUS UACKNG %-VITH 16d N,,'.11-5 : T 24' TO Ti -ii: WALL PLA rE. SECTION Al .3�I�zc' _ a 12� � fl.cc� LE) ()o5 A13 112 !DPJ \1j Read '&if ro(qu-5 an this sheet and aive a copy of it to :;;e Efeding Contractor. It TPI 71.64 T:,., I, s,q-, -,,. .11 - ' .1 It, I.— In I, !1:t 1, 1 v diIp, lIe,j 0, C..0 .'I, ln,IIj b, "I 1ncil hI,I,,J:,,,) coo,. 1; 1- sv-c; RIA I'll loo 1n0,,j .-. tv,,,w; Of w. FRI ano mo oo;to,n cr.", I, IX, It "o.d -.njn-n,, .11,110-1 d:--. ; M14CM60. --ni— oln, Poi,In. a,acjj ,Id Lr ,co MI, W", • !10 4--l. CI: !�L, ,�IDAAD rCft. VF. T.L P -,Ai- 00t$NECT;L 11,0 ANrj Lr-4Cj::r p,;.- (r,ljljcC 4 Zvi -;1; .1no HIS 9, r:- PW, Fore:: aha V-FFAI UC C, JCI/ lye Cil CT" E� �1 i �.� (J- C, -'2 7 ui CJ Ij cn' - _ - --_--_-- ..-. O III C, ID I CD JCI/ lye -T1 -'2 7 cn' ID I CD . ._ .... .... t ? -1j l------ , Uj C9-- -- =' ( 0 �— d ARS' at _. _ _. .. _ _ It:.. i..e,;.£Ia Stye n�'<: r�?r "r, s,.. S.r.J.`r �.�:i b'Fx�..rtw"' , :.dsz��„'r c. �k'`-f.'L}+,•�ri.t f�.<:r`.'`_ H- %.. _fir YT.:� ,. .. - �*�+.nv �. 1' I ] -� Lr -- - i - t CD tI 1 CD j t ? -1j l------ , Uj C9-- -- =' ( 0 �— d ARS' at _. _ _. .. _ _ It:.. i..e,;.£Ia Stye n�'<: r�?r "r, s,.. S.r.J.`r �.�:i b'Fx�..rtw"' , :.dsz��„'r c. �k'`-f.'L}+,•�ri.t f�.<:r`.'`_ H- %.. _fir YT.:� ,. .. - �*�+.nv �. 1' Or, > z 0 09 o m T1 c T mm (Dj O� < mKo M. 0 77 171 (L` > 6) n z C) C) 7JTrr, DUI Z;-) 01 :n C) < > `7 fil 1I1 0 > C.) I Li > 0 C) z oU, J < m z M cr, g 0 M M -0 f 0 9 C, C.) (I, _n cli co Y�. • C) cr) FEI C-) 0 j - m 0 ISI cU) e0 0 c) 0 07) 7, m cj j - m 0 ISI cU) e0 0 c) 0 07) 1 iJ InV-, mU3 in I ri r rri iJ in Fj PL-A,I,,I' ViE:w A cc E 7 OETA.i VALLEY RAFT, (TYP TOE NAiLs S (Typ i S"'.0cy, im 2 X 4 PuRuN TRUSS TOF > CHORD -," 15 2 X 4 EILOCK WITH 2 Tha mE!xjn,,jjm T::,i -op Chord Load = :B PSF TRUSS. ES @ 24" Q.C. hinium Top C>MD=d L.d = 7 PSF GU AIMES113NECTOSUPPORT nl=- TRUSSES Tho deaipn !or i; Icsrds an Iha ?,pon�ib;lity Bui!-Jiind it tior, is g - P', PmAded mdA&y *1 N.c' "Od uAl Was♦po:UBC. "d is 05 NPH, 75 n tqm Roar H-ight 16d Cox =a , — q The C--n(cr Ri,,q, !r ( CRR ) i� 2 li"' 1 x 8 --iih 4- . 16 opfoc'Si1v Grid lol1•z -s1honarna, Tho V211fy Radon , I - -- nd blocking �Ion:l ,o 2 X 4 nfud. :.VATIO?-, VIDY TO Wmyng mus :. MCI 2C it a adcj , u., 1 e h, L,a C cd be son &at 1 &ND O.C. Ann nh W,M, to Iha Val) -n- Ran v.il tr t, lh._ p.rlin wilh 2-1&d. 0-7, are 5r"Coc 0 c 7hr full 0 uum we ""—m nd ,U, In s:al:e 2002, ThW,, to a I p;ng Iflisc lop C.hCrd. are no: 0n now l 0 cow'.,:ous lc;,9:h, add lo,g o to ha" was lop chord —m od ya on, OF TAIL 5 01 4- hms and c additionalPAO mmir. VAUEY RXF TER "' I x 8 ustr;z alh:nq .end into l�zh trull 1h., Cox nriln. Ti, P=fl,,rs 21 0 C. fho CRJ,? nails. AmI. r 8 2 X 4 BLOCK PLAN "EW VATH j j6d L c X 2-- Z7: J- RIMETER L=?' �/. :\ �• i/� ��C - F R -A- cp c OA- in 7. i6- OA SHE t.7RuNG E-L;:VATION A -164 'Al RORATI.ofJ ........................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S'NOr7TtiR9RQ....................... ............... UAVI SATMV cg - 1=0 on - 1 T I A Fj PL-A,I,,I' ViE:w A cc E 7 OETA.i VALLEY RAFT, (TYP TOE NAiLs S (Typ i S"'.0cy, im 2 X 4 PuRuN TRUSS TOF > CHORD -," 15 2 X 4 EILOCK WITH 2 Tha mE!xjn,,jjm T::,i -op Chord Load = :B PSF TRUSS. ES @ 24" Q.C. hinium Top C>MD=d L.d = 7 PSF GU AIMES113NECTOSUPPORT nl=- TRUSSES Tho deaipn !or i; Icsrds an Iha ?,pon�ib;lity Bui!-Jiind it tior, is g - P', PmAded mdA&y *1 N.c' "Od uAl Was♦po:UBC. "d is 05 NPH, 75 n tqm Roar H-ight 16d Cox =a , — q The C--n(cr Ri,,q, !r ( CRR ) i� 2 li"' 1 x 8 --iih 4- . 16 opfoc'Si1v Grid lol1•z -s1honarna, Tho V211fy Radon , I - -- nd blocking �Ion:l ,o 2 X 4 nfud. :.VATIO?-, VIDY TO Wmyng mus :. MCI 2C it a adcj , u., 1 e h, L,a C cd be son &at 1 &ND O.C. Ann nh W,M, to Iha Val) -n- Ran v.il tr t, lh._ p.rlin wilh 2-1&d. 0-7, are 5r"Coc 0 c 7hr full 0 uum we ""—m nd ,U, In s:al:e 2002, ThW,, to a I p;ng Iflisc lop C.hCrd. are no: 0n now l 0 cow'.,:ous lc;,9:h, add lo,g o to ha" was lop chord —m od ya on, OF TAIL 5 01 4- hms and c additionalPAO mmir. VAUEY RXF TER "' I x 8 ustr;z alh:nq .end into l�zh trull 1h., Cox nriln. Ti, P=fl,,rs 21 0 C. fho CRJ,? nails. AmI. r 8 2 X 4 BLOCK PLAN "EW VATH j j6d L c X 2-- Z7: J- RIMETER L=?' �/. :\ �• i/� ��C - F R -A- cp c OA- in 7. i6- OA SHE t.7RuNG E-L;:VATION is im, "!"nil:..':! I epa I,-- a F a 1 S e ,he [)roe 'e C, L F G C`�;.!Hinezd r g Ills o; n Provided that the foilowinc. Statement's are true: Ceiling loading is -10 PSF or less. -1-russes are sp2ced 24" o.c. or less. -False Frame verticals are spaced 6-0" o -c.. or less. No additional point loads or uniform load's are p--esent on the false Irarne that v,/ould-cause the loads' to exceed 10 P'SF fo!- any reason. F'h e ' 'Joint(s) to . repair does not 'have a supp�Il. beat-Inip, directly underneath the ;oInt. h --re 's no da: -mage to the IL.Irnber at the joint, such as PxcessiVe sl7flits, cracks, e`r,. The joint fits tig! (within gall _1,_P1 tolerances), All lumber in the f�llse frame is 2x4 or 2Y3. Repair as follows - i. u t a '/2" CDX APA G;o._jp 1 plywood (or equivalent O.S.B.) gusset, 4" vvide by 8" long, or larger. 2. Apply g Lis seLto'tt1`6 fa'..:: Of the trLISS at each Joint with a mi<lsing plate. If one lace of truss has missing ' plate, -then gusset Is required cr. only that face. If holh faces cJ the Joint unplated,- then the gusset is requicod on each face. 3. Use (3) 8d nails into member, from each face (see detail belovv). False framc, refers on! -1-0 non -Structural rmery (zero design forces). r - v sLJollsarlb 7(ue aJe aJOUI JI _IaaUlbU .-r 5J IdllllVX i4,S11l_L C I `,211iOO OSE01,-J Fl- iaubls-_— .• bu!pllnq `u; Acl panoidde pue payloads se '�.1OLL.I ponoidde Jaul0 4W3 Jo 'say .�Jg „_L„ pue sgeos je uelleu!gLU� _10 bul�c_Iq Jeino!pL'::d.j ad osn .;rw saoejq OM, .ueul e_IOLu bumn' iaqL,ay 0 buai s�OG�.:J.:: UJ aul l0 %06 to ulniu!ultu e pua ':: }sr�LLi (s)geOS ulbual !1! „p-,�( u:paaoxa JagLUaIL) !ue Joj pai! .11 aje saeos 9xZ ;U L!.InLuIUIUJ N .,eiinba i aae saoe ig oA,%l ji jagLL - aul jo sa•oe� ulUq of ;::alleu o i{ ;L!- _lo 'paj!nha.j sl aoeJg au0 Aluo �'0 „g le s!leu xoq -lo ';OLUUJ00 PC - l, ul!m IagLLIOLLI aul 10 aoej aue c ; 911eu aq AEUI -IagLLIOL:; Oul se apr lb le imonJls•pue aZls auUs al.{; JO -ppe) C{eoS \j' ulb� s,_IagLuaLu aul ,o %06 .''\O LLMLLJ1U1U_1 e OLlalxa ;snLU eoe_'q t_,. aL{1 paj �3J a_le so: ,q Ornl }1 Ic'"'ilUBll-.I au, -:0-61De uloq of pal!el_I aq AeLLI Jo '; nbai sl aoe.!q GUO Aluo jI 0'0 „8 .;C- SllCu xoq _10 uoLULUOo p0 j ul!A'- tgLUaLLI oul J.0 e5pa �--)L.1 of Ielj pal! ,L. oq Aeu-i cioa q „_L„ Pape -115 Alle ir. els x� Jo x; V I- :(bulJe_Jq LUa-- 5 bUlpi!nq :OU) S_ OOPOLL-1 lenpIAI J01 span" -I 5upe_Iq Aisiles USI:'. IIIM leu, eJlSap lU 3lgISSOd lUU SI bulor :=' 8gS uau%,�`, suolldo jeglo aJe bu!r:\o!lo; aul ;..:��!sJan luaJJ:�O Id_U!SNti O@S' 1a::5!se q aq pl q� aLl of pa.,l,� o�oouu00 'peu6+sep �) p 6ulp:lr. l gad 6U1 In { ,� g C p ,, Ala,enb ;tee pup, S_s�;njj Out Ol Je;nolpuadjad buluu:-.. (jaquJouJ eul 10 215pe 1•.}1 C) Jt dol eul•lD U0 F_IIe) j@cj',L1iaW x� JO nV e Jo 'i.i GJ� �:Ll�;�l�` (-�••�Ft �-I'I_!.'_ .i:. S. .. ' ..�..- ._..w .._ l•._ ^I l.��:I.-, -: .rye., _i �:; ]ly�!� `.1 �_1�r �� ,� il_.'_:'-..-... ._. .:. . I ..__' JCi qui !_) ,1 r } ''aivL o.3 ID U! "C3ia:u...-n,1.,! rill �1Jaau!6ua Iei�snJy ._ 1 i010I/l � '095"£QO��}00.._.:- -',• :. :. _-_.: ... R _. ., s :_:��. __..,._ .: .:..- '•:_: £9179-865 (6 6L) Xd �trOx-Z:Z£ (00 0609-00:''.SOt�I:ddS_.00 QJO�0:: OOZ dll(1S 'D- AI'JQ N1 AVdHIL1011) 9tr.Y1/ SPV:4 SA 33 �1�`/�fiS�1 c'f ,� Not:,: The maz:murrl ._c.:.! Too Chord Load .. 43 PSr.. I I I i I W TRUSSES L 24- Q.(_, Riinirnurn Top Ctr,rd Dead Load = 7 PS= Tho design for I: i r-• !bails and (hair connoel:ons in GIFZOER DFSIGNED TD SUPPORT tho r rsponsibility of C:c Building Dc>igno'. It. dalails -1q_ " FIE -IN" I RuSS- .S prrn•�.idcd addi&,s fir. :^� and v:ind uplift loads onry per !',c U.. ,.. ! I I I I •\ 'ihe ,ati'imurr, w:' .f r:7 is E5 1'1.tt- . 25 , .,u,r2o..l lod om nails a:o :rr;-a! Ihroug hou: o:.co.,t ,,V :, .. ncl.•d in ,- Ccnfr.r Ridge CRR) Is '' - -lud. ft;!a; n Ih,c to !�= r.a ( 2 irr,m a acn L' opoc•sile end to Il, ' :. Iho sumo. N r rw -:, 1, Y Tho Vallcry' f?after_. ;,e:.lins, and b5chrlr . . i=�.. •\�v `IL'r'�' :i.':Vr v I IQN VI_t(✓ r n'.alenal o;e 7 x : e!u:;. The blo,:kino mus' be Paced 2'- J.C. and A ade:{.[eti' bWwz! ir} (ho lafnral dire�l•�;, _:1 WO O.C. AM& 05 b!ochy b ho Vallcr Raflcr -+ilh :i-1 c�. .4ttach [his bl '.,.og 10 file. pudir, -.' lh 2- aJ. Tt:o trusses bn.Ic-.: L',e alloy aro spa•tu;,' ?;' O.0 ._ he ?urtins qro roll mor,:h under Iho ,•al! ry Sri :u,d rnuSt l : inr.:al; n:i al 2C O.C. M" r . .. wIh 2-16-d nail^,. I; %: r.. ;;ra not ono con;.n;ouS len_ilr' __ _ _ Oc i;.!L .. _ OR nails: W Anface o.' ;:�_ lru7s Io__p chord .-.11i: -16-J 'End one purii: RAFT F pe. 7 W r On lite Inca and Jean lire addi!ional sminn on the Hader. - i - A t Y 8 pannnor rt. M mus! bo a:!:,cL_% I}cough Iho stwa;h,n; an ,n O I - ua=h trues bele•.•: v. A = gd• bo.. rl ,ils. i'n:s ,_ -.� y ;lila outs'e orc',' • \r'"`L� r�t%,:=70 l\l—. ----------- (he � o! rho vial ay. . ! I The Val!c Raflor_ 5- '� 2 6d 1 . ?.! "_c O C. 1!' :-t 10 the Ciro 11 1 J__ loa nail, ,....h : ,c opn�srte and to L�.c 1 .r 5 . .`1I r•` /�. pL:v \'IAV, Vv1T` BLOCK , r-{ 3 od t - I 3LOCK ..n nC G -;r rt L_ G 'N c.� I7Y \ n I in Tm I �^\\`�\' Y&C -,- SHEATHING ELEVATION VIEW / cL�'A.710N