The URL can be used to link to this page

05-1727 (SFD) Truss Calcs13JFrLJ a 7P? i�,15E)-T l;5 15PUS-M - fl'UN =4 (oq(,p -SII TRUSSWORKS A Compan� u—�crn Tru s s CITY OF to c�ue�vTA BUILDING &SAFETY DEPT. APPROVED FOR CONSTRUCTION DATF�S /O D 5 BY —6--r- 75-110 ST. CHARLES PLACE - OFFicE SUITE 11A qc)ql PALM DESERT, CA 92260 JOB No.: PHONE: 760-341-2232 FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT: -�c v/ 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 { a " NATIONAL INSPECTION ASSOCIATION, INC. I w—iA—E Quality Systems Management, Inc. ® s National Testing, Inc. Origination Date: 07-2003 Revision No. C Acc;'e(.li.*ed llr.,alit;-Assrararzcr:; Cn.;r>`roli:ger.c}r IAS At9-583 AP'. /113 1`�letal Plate Conr4cied Wood Truss Non Listed Fabricator's Audit Report Number: All 030* Audit Date/Arrive/Depart: /d -�21-G2 Fabricator's Name: `7_iQUS.5,1.t_)ep 2K.S Location:-;rX egmAll cw Does the Fabricator have a current Agreement with the Agency for Audit?.... ............................... Is the Quality System Manual, "QSM" up to date per AC=10. & AC -98? .................: Has the QSM been reviewed within a twelve month period?........................................................ Are materials used in Production per National Standards & Engineers Specifications? ............. Is an acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? .......:......... Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............... Is. there a System in place to deal with Non -Conforming Materials? ............................................ Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes / No Yes -LG 'No Yes _,G No Yes. f No Yes No Yes _,� No Yes No Yes _� No Yes ✓ No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No v --- Prod, ✓ Prodrect ('heck. CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Changes In Supervisory Personnel, Production Process Joint Accuracy is within 1/8" Plate Placenje.-IL _ ---_— ��O ANSI /'I'Pi zUU2, --- Plate Size ICC ES Plate to Wood Tolerance is within 1/32" Label Legibility - Labels on Site - Stamps.42 Labels , 17F. CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process ✓ Per AC -98 Any Test Performed or Witnessed r/ 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 f Per AC -98 Any Samples Taken f Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards?� Required Signatures r__�Fa for Q.C. Supervisor 4;�V S:� - - Auditor for National Inspection Association P.O. Box 3426 E-Mail:-NlAgillette@vcyz.com (307) 685-6331 Office Gillette, 1$yoming 82 71 7-342 6 Cellular Phone: (307) 689-5977 (307) 685-6331 Fax Page One of Two Phone (760)341-2232 Fax # (760) 341-2293 T RU S S WO RK S A Company You Can Truss! 7S-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 21-4 40_0 S E V T L L E ME D gplp�I vt I EO ®� ®q�GOR®'. ofSf-0 111 SSS pPpPG�pK �Gc�6G 49 G1lot ��j1 114-00, s%ATE Of Sc Q SALES REP SB DUE DATE : DSGNR/CHKR SB / SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 37.00 psf WO# : J4041 Date : 9/23/2004 6:40 Dur Fac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing 24.0 Design Spec UBC -97 #Tr/#Cfg : 56 / 12 Job Name: SEVILLE MED Truss ID: A01 Qtv: 1 Drwq: I TC 2x4 HF #2 BC 2x4 HF #2 GBL ELK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995 or ANSI/TPI 1-2002. 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 2 3 4 5 6 7 8 9 i[PMI -PLATE MONITOR USED -See Joint Report•• Pating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 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 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 truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing 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. 10 11 12 13 14 15 16 17 18 19 20 025 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width 20.00 ft Mean roof height - 16.14 ft, mph = 80 DEC Special Occupancy, Dead Load 17.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 26- 8- 0 0.67 TC Vert 80.00 26- 8- 0 80.00 27- 0- 0 0.64 TC Vert 20.00 27- 0- 0 20.00 33- 4- 0 0.54 BC Vert 14.00 0- 0- 0 14.00 27- 0- 0 0.00 i� 5.5 2.4 2-4 , 13-" 22 23 -24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 4142 STUB 47X r T 4-M SHIP ===== Joint Locations ===== 1 0- 0- 0 22 0- 0- 0 2 1- 4- 0 23 1- 4- 0 3 2- 8- 0 24 2- 8- 0 4 4- 0- 0 25 4- 0- 0 5 5- 4- 0 26 5- 4- 0 6 6- 8- 0 27 6- 8- 0 7 8- 0- 0 28 8- 0- 0 8 9- 4- 0 29 9- 4- 0 9 10- 8- 0 30 10- 8- 0 10 12- 0- 0 31 12- 0- 0 11 13- 4- 0 32 13- 4- 0 12 14- 8- 0 33 14- 8- 0 13 16- 0- 0 34 16- 0- 0 14 17- 4- 0 35 17- 4- 0 15 18- 8- 0 36 18- 8- 0 16 20- 0- 0 37 20- 0- 0 17 21- 4- 0 38 21- 4- 0 18 22- 8- 0 39 22- 8- 0 19 24- 0- 0 40 24- 0- 0 20 25- 4- 0 41 25- 4- 0 21 27- 0- 0 42 27- 0- 0 TYPICAL PLATE: 1.5-3 9/22/2004 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTrussl p youan 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 s 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 DesertCA. 9pl. Desert, and brace this thus in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIlrPI 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 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 500, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: SEVILLE MED Truss ID: A02 Qty: 10 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. RGn x -LOC v REACr SIZEREW D TC 2x4 HP #2 web bracing required at each location Shown. UPLIFT REACTION(S) 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: SB 1 0- 1-12 999 3.50 .1.64• BC 2x4 HF #2 ® See standard details (TXOIO87001-001). Support 1 -95 lb 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, 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'Onoftio 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 SC Dead 7.00 psf TOTAL 37.00 psf 2 26-10- 4 1006 3.50• 1.66• WEB 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 Support 2 -92 lb RG REpUIRSHENTS shown are based ONLY PLATE VALUES PER ICED RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the in the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. UBC -97 Code. 4 End verticals designed for axial loads only. Permanent bracing is required (by others) to Bldg Enclosed - Yes, Importance Factor = 1.00 TC FORCE ARL END CSI Extensions above or below the truss profile prevent rotation/toppling. See HIB -91 and Truss Location = End Zone i -a 5 0.00 0.59 0.60 (if any) require additional consideration ANSI/TPI 1-1995 or ANSI/TPI 1-2002. Hurricane/Ocean Line - No , Exp Category - C 2-3 -2965 0.19 0.56 0.76 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg width - 20.00 ft 3-4 -3103 0.11 0.65 0.75 Mean roof height = 16.14 ft, mph - 80 4-S -1081 0.04 0.69 0.73 DEC Special Occupancy, Dead Load = 17.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- BC FORCE ARL BND CSI Dir L.Plf L.LOc R.Plf R.Loc LL/TL 6-7 2718 0.53 0.21 0.74 TC Vert 60.00 0- 0- 0 60.00 26- 8- 0 0.67 7-8 3382 0.66 0.14 0.80 TC Vert 80.00 26- 8- 0 80.00 27- 0- 0 0.64 8-9 2467 0.48 0.15 0.63 TC Vert 20.00 27- 0- 0 20.00 33- 4- 0 0.54 9-30 2 0.00 0.18 0.18 BC Vert 14.00 0- 0- 0 14.00 27- 0- 0 0.00 t4EH FORCE CSI WEB FORCE CSI 1-4 -162 0.06 4-8 715 0.25 2-6 -2828 0.73 4-9 -1579 0.75 2-7 366 0.13 S-9 1364 0.47 3-7 -449 0.35 5-10 -1000 0.36 3-0 -363 0.10 T 4-0.OT 12-" 11 6-9-6 i 6-9-0 6.9-0 13-6-5 2 3 025 6-5-11 7-00 20-0-0 27-0-0 4 5 --=== Joint Locations ===- 1 0- 0- 0 6 0- 0- 0 2 6- 9- 6 7 8- 0- 0 3 13- 6- 5 8 16- 0- 0 4 20- 0- 0 924- 0--0 5 27- 0- 0 10 27- 0- 0 9/22/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S W O 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-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, 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'Onoftio 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 SC Dead 7.00 psf TOTAL 37.00 psf O.C.S actin 2- 0- 0 p g Design Spec UBC -97 Seqn T6.4.12 • 0 9" lJob Name: SEVILLE MED Truss ID: A03 Qtv: 1 Drwa: TC 2x4 HP #2 BC 2x4 HP #2 GBL BLR 2x4 HP STUD 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 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 truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing 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. 2 3 4 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 HIB -91 and ANSI/TPI 1-1995 or ANSI/TPI 1-2002. 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 02_ This truss is designed using the DBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.27 ft, mph 80 DEC Special Occupancy, Dead Load = 17.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 20.00 26- 8- 0 20.00 26- 8- 8 0.54 TC Vert 80.00 26- 8- 8 80.00 33- 4- 0 0.64 TC Vert 60.00 33- 4- 0 60.00 40- 0- 0 0.67 BC Vert 14.00 26- 8- 8 14.00 40- 0- 0 0.00 2-4 2-4 13-3-8 26-8 STUB 12 13 14 15 16 17 18 19 20 21 22 TYPICAL PLATE: 1.5-3 2-9-15 _=== 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 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- 3- 8 22 13- 3- 8 K 9/22/2004 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: 3/8" = V all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 ®WAIWINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company 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 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 1.00 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 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,'HANDLMG 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: SEVILLE MED Truss ID: A06 Qty: 14 Drw : WO: J4041 ® RG x-IOC REACT SIZE REQ-D TC 2x4SPP 1650P-1.58 web bracing required at each location shown. UPLIFT REACTION(S) Dsgnr: SB 1 0- 1-12 1513 3.50• 2.16• 2x4 SPP 2100F-1.8E 3-5 ® See standard details (TR01087001-001). Support 1 -75 lb 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 Tl P you russ -2 39-10- 4 1580 3.50• 2.60• BC 2x4 SPP 210OP-1.8E Plating spec : ANSI/TPI - 1995 Support 2 -78 lb psf RG REQUIREMENTS shown aze based ONLY 2x4 HF #2 12-13 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf P n the truss material at each bearing WEB 2x4 HP STUD MULTIPLE LOAD CASES. UBC-97 Code. 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 2x4 HF #2 8-2, 6-13 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Truss Location = End Zone 1-2 5 0.00 0.42 0.42 prevent rotation/toppling. See HIB-91 and End verticals designed for axial loads only. Hurricane/Ocean Line - No , Exp Category - C 2-3 -5086 0.38 0.55 0.93 ANSI/TPI 1-1995 or ANSI/TPI 1-2002. Extensions above or below the trues profile Bldg Length = 40.00 ft, Bldg Width 20.00 ft 3-4 -7061 0.51 0.37 0.87 (if any) require additional consideration Mean roof height - 16.27 ft, mph = 80 4-5 -6662 0.44 0.34 0.78 (by others) for horiz. loads on the bldg. UBC Special Occupancy, Dead Load = 17.0 psf 5-6 -4232 0.24 0.55 0.79 ----------LOAD CASH #1 DESIGN LOADS ---------------- 6-7 -5 0.00 0.52 0.52 Dir L.Plf L.LOc R.Plf R.LOC LL/TL TC Vert 60.00 0- 0- 0 60.00 26- 8- 0 0.67 BC FORCE AxL END CSI TC Vert 80.00 26- 8- 0 80.00 33- 4- 0 0.64 8-9 4419 0.43 0.14 0.57 TC Vert 60.00 33- 4- 0 60.00 40- 0- 0 0.67 9-10 6825 0.66 0.13 0.79 BC Vert 14.00 0- 0- 0 14.00 40- 0- 0 0.00 0-11 7199 0.70 0.14 0.83 1-12 6178 0.60 0.11 0.71 2-13 3647 0.71 0.20 0.91 WEB FORCE CSI WEB FORCE CSI MAX DEFLECTION (span) 1-8 -162 0.06 4-11 -614 0.29 L/494 IN MEM 10-11 (LIVE) 2-8 -4605 0.89 5-11 622 0.22 L= -0.96" D= -0.82" T- -1 2-9 999 0.35 5-12 -2120 0.72 3-9 -1855 0.66 6-12 1113 0.39 ---_= Joint Locations =_ _ 3-10 296 0.10 6-13 -3897 0.78 1 0- 0- 0 8 0- 0 0 4-10 -162 0.08 7-13 -157 0.06 2 6- 8- 0 9 7-10-11 3 13- 6- 5 10 16- 0- 0 4 20- 0- 0 it 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6-8-0 6-1� 6-5-11 6-8=0 6-8-0 6-M 6 33- 4- 0 13 40- 0- 0 6-8-0 13-6-5 20-0-0 26-8-0 33-4-0 40-M 7 40- 0- 0 T 412-0-0 2 3 4 025 5 6 7 T 4-0-0 I SHIP - - 3-12 1 3-12 40-0-0 8 9 10 7-10-11� 8-16 8-0=0 7-10-11 16-" 24-" 11 12 13 88-" 8-" 32-" 40-" V`, 9/22/2004 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: J4041 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Tl P you russ 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 ",,,nm,l 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 F- 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 8" Job Name: SEVILLE MED Truss ID: A07 Qtv: 1 Drwa: RG R -LOC REACT SIZE REW D 1 0- 1-12 1480 3.50 . 2.12• 2 39-10- 4 1480 3.50' 2.44' G REQUIREMENTS shown are based ONLY a the trues material at each bearing Tl PORCH ARL END CSI 1-25 0.00 0.37 0.37 2-3 -4994 0.35 0.44 0.79 3-4 -6805 0.46 0.29 0.76 4-5 -6297 0.42 0.33 0.75 5-6 -3922 0.30 0.45 0.75 6-7 -5 0.00 0.50 0.50 BC FORCE ARL END CSI 8-9 4360 0.42 0.13 0.55 9-10 6600 0.64 0.11 0.75 0-11 6898 0.67 0.12 0.78 1-12 5770 0.56 0.09 0.65 2-13 3364 0.65 0.17 0.83 NEB FORCE CSI WEB FORCE CSI 1-8 -165 0.06 4-11 -688 0.32 2-8 -4538 0.90 5-11 679 0.24 2-9 950 0.33 5-12 -2012 0.68 3-9 -1718 0.59 6-12 1063 0.37 3-10 256 0.09 6-13 -3594 0.94 4-10 -112 0.05 7-13 -163 0.06 TYPICAL PLATE: 1.5.3 TC 2x4 HF #2 2x4 SPP 165OP-1.53 1-3 2x4 SPP 210OP-1.83 3-5 BC 2x4 SPP 210OF-1.8E 2x4 HF #2 12-13 WEB 2x4 HF STUD 2x4 HP #2 8-2 GBL BLR 2x4 HP STUD 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. ®web bracing required at each location shown. See standard details (T%01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICB0 RESEARCH REPORT #1607. 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 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 truss plane and creating shear wall action to resist diaphragm loads. 6-9.6 6-9_0 _i 6-5_111 6-9-6 13-6-5 20-" 6-8_0 6-8__0� 6-8_0 26-8-0 33-4-0 40-" UPLIFT REACTION(S) : Support 1 -79 lb Support 2 -79 lb This truss is designed using the DBC -97 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 - 16.27 ft, mph = 80 DEC Special Occupancy, Dead Load = 17.0 psf ===_= Joint Locations == - 1 0- 0- 0 8 0- 0 0 2 6- 9- 6 9 8- 0- 0 3 13- 6- 5 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6 33- 4- 0 13 40- 0- 0 7 40- 0- 0 1 2 3 4 5 6 7 {A�hV11tfCLTO o25 c�� O GAR�yO TT LU Vq 4-0 3 5-12 6-6 3-4 6-6 4-10 El IY -Qr x CI V 5 12 -0 2-�5 41 SHIP J �1p1315 Q 3-12 3-8 MX/5-16 3-4 5-8 8 9 10 - - - 11 12 13 a-" 8-0_0 8-0-0 8-0-0 8-0=0 8-0-0 16-0-0 24-0-0 32-0-0 40-0-0 S 9/22/2004 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: J4041 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 in 'Joint Cutting BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Palm Desert, CA. 92211 and brace this truss accordance with the following standards: and 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 Thus 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 2" [Job Name: SEVILLE MED Truss ID: A09 Qty: 5 Drwg: I )RG A -LOC REACT SIZE REQ'D 1 0-1-12 670 3.50• 1.50• -2 21- 2- 4 1738 3.50• 2.49• 3 39-10- 4 626 3.50 . 1.50• 7RG REQUIREMENTS shown are based ONLY >n L4he trues material at each bearing TC FORCE AAL END CSI 1-2 4 0.00 0.31 0.31 2-3 -1547 0.02 0.33 0.35 3-4 164 0.00 0.33 0.33 4-5 771 0.27 0.07 0.34 5-6 1145 0.22 0.42 0.64 6-7 1157 0.22 0.42 0.64 7-8 -1093 0.01 0.50 0.51 8-9 -5 0.00 0.50 0.50 TC 2x4 HF #2 2x4 SPF 165OF-1.SE 1-4 2x4 HP STUD 12-5 BC 2x4 HP #2 2x4 HP STUD 13-6 2x4 SPP 165OF-1.SE 14-16 WEB 2x4 HP STUD Install interior support(s) before erection. End verticals designed for axial loads only. Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. ®web bracing required at each location shown. See atendard details (Tx01087001-001). 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 BCLL. Mark all interior bearing locations. Drainage must be provided to avoid ponding. Flat top chord has not been designed for drifting snow unless noted otherwise. UPLIFT RRACTION(S) : Support 1 -44 lb Support 2 -107 lb Support 3 -40 lb 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 - 20.00 ft Mean roof height - 18.00 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AAL END CSI 0-11 1456 0.16 0.32 0.48 1-12 1408 0.15 0.32 0.47 2-13 -196 0.00 0.18 0.18 3-14 -125 0.00 0.09 0.09 MAX DEFLECTION (span) 4-15 888 0.05 0.34 0.39 L/999 IN MEM 10-11 (LIVE) 5-16 1065 0.08 0.34 0.43 L= -0.14" D= -0.11" T= -0 NEB FORCE CSI WEB FORCE CSI _ -= Joint Locations =-__-- 2-4 574 0.28 4-14 3 0.00 1=_ 0- 0- 0 9 40- 0- 0 4-6 -347 0.12 4-13 227 0.08 2 5-11- 7 10 0- 0- 0 1-10 -146 0.05 7-14 -1845 0.98 3 11-11-10 11 8-11- 2 2-10 2-11 -1530 0.59 150 0.05 7-15 351 8-15 156 0.12 0.04 5-1 66-0� 5-10-10 m 6-4-7 i 6-4 7 6-4-7 4 17-10- 4 12 17-10- 4 5 17-10- 4 13 20-10-12 3-11 192 0.0e 8-16 -1193 0.94 5-11-7 11-11-10 17-10-4 + ^+ 27-3-3 33-7-9 40-0-0 6 20-10-12 19 20-10-12 3-12 -1406 0.54 9-16 -155 0.06 7 27- 3- 3 15 30- 5- 6 5-14 -1371 0.42 17-5-0 22-0-0 8 33- 7- 9 16 40- 0- 0 T 6-" 1 I2.0-0 1 2 3 45 6 7 8 9 0�025 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 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 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install PalmDesertCA92211 and brace this thus in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, . 'ANSVfPI F,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'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. Eng. Job: EJ. Chk: SB Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf Scale: 1/8" = V WO: J4041 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 0 Job Name: SEVILLE MED Truss ID: A10 Qty: 1 Drwg: I Gx-LOC REACT SIZE RBQ'D 1 0- 1-12 670 3.50- 1.50• 2 21- 2- 4 1738 3-:50•2.49+ 3 39-10- 4 626 3.50• 1.50+ G REQUIREMENTS shown are based ONLY tNa trues material at each bearing TC FORCE AAL END CSI 1-2 4 0.00 0.31 0.31 2-3 -1547 0.02 0.33 0.35 3-4 164 0.00 0.33 0.33 4-5 771 0.27 0.07 0.34 5-6 1145 0.22 0.42 0.64 6-7 1157 0.22 0.42 0.64 7-8 -1093 0.01 0.50 0.51 8-9 -5 0.00 0.50 0.50 BC FORCE ARL END CSI 0-11 1456 0.16 0.32 0.48 1-12 1408 0.15 0.32 0.47 2-13 -196 0.00 0.18 0.18 3-14 -125 0.00 0.09 0.09 4-15 888 0.05 0.34 0.39 5-16 1065 0.08 0.34 0.43 TC 2x4 HP #2 2x4 SPF 165OP-1.5E 1-4 2x4 HF STUD 12-5 BC 2x4 RF #2 2x4 HF STUD 13-6 2x4 SPF 165OF-1.5E 14-16 WEB 2x4 HP STUD GBL ELK 2x4 HF STUD 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. Flat top chord has not been designed for drifting snow unless noted otherwise. ®web bracing required at each location shown. See standard details (TX01087001-001). Plating spec : ANSI/TPI - 1995 TRIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSP non -concurrent BCLL. Mark all interior bearing locations. 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 truss plane and creating shear wall action to resist diaphragm loads. UPLIFT REACTIONS) : Support 1 -44 lb Support 2 -107 lb Support 3 -40 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, 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 = 18.00 ft, mph 80 DEC Special Occupancy, Dead Load 17.0 psf 00 ft MAX DEFLECTION (span) : L/999 IN MEM 10-11 (LIVE) L= -0.14" D= -0.11" T= -0 WEB FORCE CSI WEB FORCE CSI This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB -_-_-= Joint Locations-_ =-- 2-4 574 0.28 4-14 3 0.00 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 YCan Truss! p you 1 0- 0- 0 9 40- 0- 0 4-6 -347 0.12 4-13 227 0.08 O.C.S acin 2- 0. 0 P g Palm Desert, CA. 92211 truss brace this ss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIrrPI 1','WTCA I'. Wood Truss Council Of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 2 5-11- 7 10 0- 0- 0 1-10 -146 0.05 7-14 -1845 0.9e 3 11-11-10 11 8-11- 2 2-10 2-11 -1530 150 0.54 0.05 7-15 8-15 351 156 0.12 0.04 5-11-7 6-0-3 5-10-10 6-4-7 6-4-7 6-4-7 4 5 17-10- 4 17-10- 4 12 13 17-10- 4 20-10-12 3-11 �I3-12 192 0.08 8-16 -1143 0.94 5-11-7 11-1 17-10-4 -6+ '^ 27 33-7-9 40 -0 6 20-10-12 14 20-10-12 -1406 0.54 9-16 -155 0.04 7 27- 3- 3 15 30- 5- 6 5-14 -1371 0.42 17-5-0 22-" 1 8 33- 7- 9 16 40- 0- 0 1 2 3 45 6 7 8 9 Or 25 0� T 6-" 112-" TYPICAL PLATE: 1.5-3 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = V all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 ®WARNINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mutt ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss! 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 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 10.00 psf Rep Mbr 8nd 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 truss brace this ss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIrrPI 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: SEVILLE MED Truss ID: A11 Qty: 1 Drwq: RG' R -LOC REACT SIZE REQ 'D 1 20-10-12 712 3.50• 1.50` 2 39-10- 4 712 3.50- 1.50 - RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE ARL END CSI 1-2-784 0.01 0.47 0.48 2-3 -14000.02 0.53 0.55 3-4 -5 0.00 0.53 0.53 IBC FORCE ARL BND CSI 5-6 -2 0.00 0.14 0.14 6-7 1320 0.26 0.17 0.43 7-8 1339 0.26 0.17 0.43 IABB FORCE CSI NEB FORCE CSI 1-5 -702 0.25 3-7 123 0.05 1-6 951 0.33 3-8 -1430 0.67 -7 2-6 05 0.22 4-8 -161 0.06 2-7 111 0.04 TC 2x4 HF #2 BC 2x4 HP #2 WEB 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. 4-0-0T 2-5-3 1 5-11-0 5-11-0 2 ®web bracing required at each location shown See standard details (TX01087001-001). Plating spec AN - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 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. 6-8-0 12-7-0 3 02_ 6-8-0 19-3-0 4 UPLIFT REACTION(S) : Support 1 -88 lb Support 2 -88 lb This truss is designed using the UBC -97 Code. Bldg Enclosed Yes, importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 16.27 ft, mph 80 UBC Special Occupancy, Dead Load 17.0 psf 20-9-0 STUB 5 3-3=0 3-3-0 6 8-M 11-3-0 7 8 8-M 19-3-0 5 4-" MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.09" D= -0.07" T= -0 -- -= Joint Locations =--_ 1 0- 0- 0 5 0- 0- 0 2 5-11- 0 6 3- 3- 0 3 12- 7- 0 7 11- 3- 0 4 19- 3- 0 8 19- 3- 0 SHIP " 9/22/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS areon 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! 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 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 psf P 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 F,'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'Onoftio 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: SEVILLE MED Truss ID: Al2 Qtv: 1 Drwa: RG A -LOC RRAcI SIZE REQ'D 1 20-10-12 712 3.50 . 1.50• 2 39-10- 4 712 3.50- 1.50 - RG REQUIREMENTS shown are based ONLY a the truss material at each bearing TC FORCE AAL END CSI 1-2 -784 0.01 0.47 0.48 2-3 -1400 0.02 0.53 0.55 3-4 -5 0.00 0.53 0.53 IBC FORCE AAL END CSI 5-6 -2 0.00 0.14 0.14 6-7 1320 0.26 0.17 0.43 7-8 1339 0.26 0.17 0.43 WRB PORCB CSI ABB FORCE CSI 1-5 -702 0.25 3-7 123 0.05 1-6 951 0.33 3-8 -1430 0.67 2-6 -705 0.22 4-8 -161 0.06 a-7 111 0.04 TYPICAL PLATE: 1.5-3 TC 2x4 HP #2 BC 2x4 HF #2 WEB 2x4 HF STUD GBL ELK 2x4 HP 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 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 resist diaphragm loads. ®web bracing required at each location shown. See standard details (T%01087001-001). 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. 55-11-0 6-8-0 5-11-0 12-7-0 2 3 025 6-8.0 19-3-0 4 UPLIFT REACTION(S) : Support 1 -88 lb Support 2 -88 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.27 ft, mph80 UBC Special Occupancy, Dead Load =17.0 psf 2-4 4-4 20-9-0 STUB 5 6 33-3_0� 3-3-0 88-" 11-3-0 7 8 88-0� 19-3-0 4-" 5 SHIP MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.09" D= -0.07" T= -0 ===== Joint Locations - = 1 0- 0- 0 5 0- 0 0 2 5-11- 0 6 3- 3- 0 3 12- 7- 0 7 11- 3- 0 4 19- 3- 0 8 19- 3- 0 _GAR' Q M Coe si22nooa 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: J4041 ® 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 arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsgnr: SB A Company You Can Truss I 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 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm DesertCA. 92211 Desert, 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', 'ANSIlrPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (FEB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio 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 7.00 psf TOTAL 37.00 psf O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.4.12 - 0 Job Name: SEVILLE MED Truss ID: B01 Qty: 2 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 HP #2 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0-1-12 348 3.50• 1.50• BC 2x4 HF #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -54 lb t 9- 3- 4 348 3.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -54 lb RG 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 a the truss material at each bearing 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 UBC -97 Code. ' noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Bldg Enclosed = Yea, Importance Factor = 1.00 TC FORCE AXL END CSI 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 Truce Location = End Zone 1-2 3 0.00 0.23 0.23 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cueing Detail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Hurricane/Ocean Line = No , Exp Category = C 2-3 -3 0.00 0.23 0.23 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, 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 1 111 19th Street, NW, Ste 800, Washington, DC 20036. Mean roof height = 15.45 ft, mph 80 BC FORCE AXL END CSI UBC Special Occupancy, Dead Load = 17.0 psf 4-5 902 0.08 0.43 0.51 IWEB FORCE CSI WEB FORCE CSI 1-4 -123 0.02 2-5 -915 0.44 2-4 -915 0.44 3-5 -123 0.02 4-84-8 8 4-8-8 4-8-8 9-5-0 2 3 02— 4 9-5-0 MAX DEFLECTION (span) : L/648 IN MEM 4-5 (LIVE) L= -0.17" D= -0.14" T= -0 ===== Joint Locations c==== 1 0- 0- 0 4 0- 0- 0 2 4- 8- 8 5 9- 5- 0 3 9- 5- 0 - q�CHfT_r;�T GAR 2 Q ��i��p1� T2-0-0 SHIP 1-2-5 �O 5 ' ^ 99-5� V 9-5-0 9/22/2004 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: 17/32" = V all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 ®WARNINGRead This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr. SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company 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.Spacing 2- 0- 0 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cueing Detail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 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 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: SEVILLE MED Truss ID: D01 Qty: 1 Drwg: RG X -LOC REACT SIZE RHQ'D 1 0- 1-12 789 3.50- 1.50' -2 21- 2- 4 789 3.50` 1.50' RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE AXL END CSI 1-2 -1729 0.09 0.55 0.63 2-3 -1621 0.07 0.28 0.35 3-4 -1622 0.07 0.28 0.35 4-5 -1729 0.09 0.55 0.64 IBC PORCH AXL END CSI 6-7 1586 0.31 0.24 0.54 7-8 1713 0.33 0.14 0.47 8-9 1586 0.31 0.24 0.54 IwEB PORCH CSI WEB PORCH CSI 2-7 187 0.07 3-8 -114 0.04 3-7 -115 0.04 4-8 187 0.07 TC 2x4 HP #2 BC 2x4 HP #2 WEB 2x4 HP STUD Loaded for 10 PSP 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 ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This truss is designed using the UHC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height - 16.83 ft, mph80 UBC Special Occupancy, Dead Load = =21.0 psf This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 13- 4- 0 UPLIFT REACTION(S) : Support 1 -3 lb Support 2 -3 lb 3" 7-07� 33-1-4 33-1_ 4 7-67-6 7.6-12 10-8-0 13-9-4 21-4-0 9-11-11 9-11-11 1 2 3 4 5 400 5-4-0 ,400 6 7-6-12 7-6-12 Id 6-26-2 8 13-9-4 8 9 7-6-12 21-4-0 ===== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 6-12 3 10- 8- 0 8 13- 9- 4 4 13- 9- 4 9 21- 4- 0 5 21- 4- 0 Ty �GJv •�� SHIP yy \' O`0. 4 Ili T , or S� 9/22/2004 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: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4041 ® This design is for an individual building component not truss system. It has been bated on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: SB 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 W O R KS A Com an You Can Trussl 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 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 F,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2- 0.0 Design Spec UBC -97 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: SEVILLE MED Truss ID: D02 Qtv: 1 Drwa: I RG'% X -LOC REACT SIZE R$Q'D 1 0-1-12 1561 3.50• 2.23 -3 21- 2- 4 1561 3.50• • 2.57• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE AXL END CSI 1-2 -3986 0.21 0.28 0.49 2-3 -3816 0.15 0.26 0.41 3-4 -3679 0.20 0.47 0.67 4-5 -3694 0.20 0.47 0.67 5-6 -3813 0.15 0.26 0.41 6-7 -3982 0.22 0.29 0.51 �BC FORCE AXL END CSI 8-9 3741 0.56 0.20 0.76 9-10 4190 0.63 0.18 0.81 0-11 3737 0.72 0.26 0.99 WEB FORCE CSI WEBFORCE CSI 2-9 -142 0.04 4-10 -616 0.22 3-9 658 0.23 5-10 657 0.23 4-9 -630 0.23 6-10 -140 0.04 TC 2x4 HP #2 2x4 SPP 1650P-1.SE 3-5 BC 2x4 HP #2 2x4 SPP 1650F -1.5E 8-10 WEB 2x4 HP STUD Lumber shear allowables are per NDS. 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. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995 Or ANSI/TPI 1-2002. 4-44 414 3-1-14 33-1-4 3-1=4 3-1-14� 4-4� 4-444 7-6-12 10-8-0 13-9-0 16-11-2 21-4-0 7-11-11 7-11-11 1 2 3 4 5 6 7 400 330# 5-4-0 4 -4.00 This design based on chord bracing applied per the following schedule: Eng. Job: EJ. max O.C. from to ® TC 24.00" 7-11-11 13- 4- 0 Chk: $B UPLIFT REACTION(S) : Support 1 -3 lb Dsgnr: SB Support 2 -3 lb TC Live 16.00 psf TC Dead 14.00 psf This truss is designed using the T R U S S W O R KS A Com an You Can Trussl p y UBC -97 Code. 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Bldg Enclosed - Yee, Importance Factor = 1.00 BC Live 0.00 psf p BC Dead 7.00 psf Trues Location = End Zone Fax # (760) 341-2293 Hurricane/Ocean Line - No , Exp Category - C TOTAL 37.00 psf Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 16.49 ft, mph - 80 UHC Special Occupancy, Dead Load - 21.0 psf -----LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.53 TC Vert 145.62 8- 0- 0 145.62 13- 4- 0 0.53 TC Vert 60.00 13- 4- 0 60.00 21- 4- 0 0.53 BC Vert 33.98 0- 0- 0 33.98 21- 4- 0 0.00 ..Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 13- 4- 0 1.00 TC Vert 154.0 13- 4- 0 0.00 T 2-11-13 SHIP ZO-3- MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.20- D. -0.26" T= -0 -=== Joint Locations = 1 0- 0- 0 7 21- 4-=0 2 4- 4-14 8 0- 0- 0 3 7- 6-12 9 7- 6-12 4 10- 8- 0 10 13- 9- 4 5 13- 9- 4 11 21- 4- 0 6 16-11- 2 y�C unn14 21.4-0 � X 9 10 11 7-67-6-12 6-2=8 7-6-12 7-6-12 13-9-4 21-4-0 . SYQTF. pF ca 9/22/2004 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: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J4041 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: $B and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S W O R KS A Com an You Can Trussl p y utilized on this design mea or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSVfPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (MB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, BC Live 0.00 psf p BC Dead 7.00 psf O.C.$ aein 2-0-0 p g Design Spec UBC -97 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 f DATE HIP FRAMING DETAIL 1/21/98 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERJIEAD PURLIN. , 2. 2x4 #I I IF OR t$2 DF PURLINS 4' - 0 " O.0 4 i 3. 2x4 01 HF OR 42 DF CONTINUOUS STIFFENER ATTACHED TO POSTI, 4. HIP TRUSS #1 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. S. EXTENDED END JACK TOP CHORD (TYPICAL) / 5 6. COMMON TRUSS. ' 7. HIP CORNER RAFTER. J S. Ixq CONTINUOUS LATERAL BRACING. b A 1 9. EXTENDED BOTTOM CHORD. ISECTION A LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. O v p. GA ��j► �. w _ oG>>q9 . Q 112 g SETBACK AS NOTED * OP Q ON TRUSS DESIGN. HIP TRUSSES 24" 0 C. (TYPICAL) T_ �M IIAJSWAL SYSTEMS C0111SORA1I0N SECTION B I WARNING Read all notes on this sheet and give a copy o! It to the Erecting Contractor. This deslgfl is lot an mdwldust biassing compOnwt. 11 leas DYM basad on spebbcallons pnovded by Ina Componanl manulamder and dory in aCCOf Wnce with ins CAnfent vwsldtla Of TPI and AFPA design Slandatds. No fasponsfbfley, d LSumed Ib sm.tufonW aceWacy omwtFOM We to be ""'I'd by Ine CompOnenl menurclww and/or building 0"opitf pilot to YbfutWn life bwldmg 0.4W-( snap "C.ftafn IMI the IPada Ona of on lilt$ dopn msel of exceed the loading mpuaed by the Wil build" Cuda 11 is usufnud pall b.. top ctofd t$ W.f easy braced by One fU01 Of MWI sheathing and the ball" chofd IS lalveny bl&C d by a ngd Sheathing mal4l 1 du.clly attached, WINIS OlMmms4 noted a,W^ shown is Ion 414141 support of components mtmben only 10 feduu buCs" length. This component SrW1 nor be placed in any wl.eohntert utas will cause IM mQ1SW1e content of IM wood excNd 19% andf0f Cause COIImICIb 01414 Coff Osfon. Fabl"o. nand#, nsMa and Baca Ny Nye in accufdance with the fdlOwmg alandads; 'TRUSCOM MANUAL' by TlWwsl,'OUAUTY CONIROL STMIDAAO FOR METAL PLATE CONNECTED W00o TRUSSES' • (OST -081. 'KANOLINO INSTALLING MIO ORAWNO METAL PLATE CONNECTED W0o0 TRUSSES' • (HfO•ap WW ,mg.g1 SUMMARY SHEET• by TPI, The Tfuss Plate InaNNe (TPI) y located al Sa30'Onobro Ofne. Masson, WUGonin $37 19. The AmetrJll taw and Papef Association (AFPA) is IOCated 0 1250 Connecticut Ave. NW, Sit 100, WaMengton. OC 200Ja. 'f SUPPORT REQUIRED IE EVERY 8-Q' MAXIMUM. 48" MAX. B TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. HIP GIRDER (ONE OR MORE PLY). A HIP TRUSSES 0 WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE, USE (2) 10d TOE -NAILS EA. FOR TOP PLATE, NAIL WI10d 8" O.C. INTO TOP CHORD OF HIP GIRDER. BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR ESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. T. FOR REACTIONS GREATER THAN 3000, 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) 1 Od NAILS. S. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. S. 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 ATTACHE[ 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 OVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRACE WITH (2) 10d) THIS DETAIL 13 PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN 9=. IT 18 NOT INTENDED TO REPLACE OR 3UPERCEDE ANY SIMILAR T O DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT 13 THE RESPONSIBILITY OF OTHERS TO VERIFY THE'ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT la'__'__,8 APPUEO TO THIS OR ANY SIMILAR ISSUE TRUSWAL SYSTEMS ASSUMES NO cc A NO ' G>>nz i 'Lo($o BEVEL CUT ON TOP CHORD OF TRUSS OR "SECONDARY" TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. HJ -1 END JACK / RAFTER STANDARD DETAILS (CALIFORNIA STYLE) LUMBER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 OR BETTER DF4 , #1102 OR BETTER CAN S -P -F, #1 OR BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1850F MSR ANY SPECIE TRUSS PLATES AND LUMBER JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE. OR 16WF MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY AS SHOWN, OR PER OPTIONAL EXTENSION SPECIE. OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR INDIVI>?'.1AL TRUSS DESIGNS: �� - 2:;di OEt SETTER dY 3PGC6E 3-4 TOP CHORD LENGTH MAY VARY FROM 8" MINIMUM TO 8'-W MAXIMUM. WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. A -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI 7(3-4ALT.) -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM. -0O NOT SPLICE THE BOTTOM CHORD. $fie +" �" 6�w?'4 iT$cEiit�"?`'4� �e3�.e 9 ' i ri.-'1 S� �.r, t k s "`F i a l'�i y'ii Tl �gTK;gy+ ?gilST lY �✓ : -2X8 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.V j FOR OVERHANG UP TO 34" (24" ® 45 DEGREES) MAX. -THIS. DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLY] . CONNECTION DETAIL "A" CONNECTION DETAIL "B" CONNECTION DETAIL "C" 1 -PLY OR MORE GIRDER (TOP CHORD TO HIP GIRDER) (BOT CHORD TO HIP GIRDER) (TOP CHORD TO RAFTER) B B B C A JACK TOP CHORD r RUNS OVER GIRDER JACK TOP CHORD / TOP CHORD. MUST BE SINGLE R BE OR C g B DOUBLE BEVELED 1 I 10d or 16d NAILS, TMKWOM (2)10d or 18d NAILS, (2)10d or 16d NAILS, EACH JACK T.C. INTO RAFTER, THROUGH JACK T.C. INTO THROUGH JACK B.C. INTO TOE -NAILED, PER SCHEDULE GIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE- BELOW, OR ADEQUATE NAILED, OR ADEQUATE 'NAILED, OR ADEQUATE MECHANICAL HANGER PER I.IMECF'.ANICA] HANrER PER NEnHANCAL. HANGER ; MANUF. CATALOG. . . MAN UF' LATA OG. Z. NOTE: IF 2'-T SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 8'-0" JACK T.C. (3) NAILS 8'- OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE 0" JACK (ONE FACE OF - BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL "B". - RAFTER ONLY) (4) NAILS TC tie im Per Dwf� L"126 M25 DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD. Ti z 1 i4 `:r j fi3 i Ei l �¢ "Iris c Nli� VALUES, OM PW '643jedna 2-0-11 t to 36G:tOs. fC�?31�H1 i) 'C',1�J7SR1!�UM x and /m W 0"ba soot IAGtT NO POINTLOADS: MECHANICAL UNITS, HVAC. SPRINKLERS, OR OTHER "M CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL Y Pat OEFL RAM VAD Tc: U1® ALLOWED. WITHOUT SPECIAL DESIGN. THS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APP'UCATION I. ►`- lSHOMMN lZM X. R IS NOT NTEIIDED TO REPLACE OR SUPERCEDE ANY SYU1R DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. R 15 THE RESPONSMILJTY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL N RELATIOM TO ANY MO -FIC PROJECT; A,9 TO .. APPMATLOH MM WTFXT �.�'®r_�'./SI""9�� 7 "- AwP D 7.1 T►:i: dit A tr biiaii�3i.l�stit. v t��.:r13 rte: rii� ASSU ; E W RESPONSIMM FOR FIELD INSPECTION OR WORKMANSHIP OUALITY. .. /I C JRAFTER Ilk LSM tfYx , IC MAM,AMAr SYSIE M TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800)322.4045 .(719) 598-5660 FAX (719) $98.8463 DETAILS FOR CONVEN�lONALLY FRAMED VALLEY VETS PLAN VIEW A DETAIL A CENTER r-,DGE P,AFTEF i VALLEY RAFTER (TYP ) 2 -i6d TOE NAILS 2X < : BLOCK W1'r (TYP) . < -16d Notes: The nlaxlrlum Total: Top Chord Load ='48 PSF TRUSSES @ 24" O.C. Minimum Top Ch -rd Dead Load = 7 PSF The design for lalam'. loads and their connections is GIRDER DESIGNED TO SUPPORT the responsibility of f: -,e Building Designer. The details THE "TIE-IN- TRUSSES provided address jrrvity and wind uplift loads only per the UBC. The maximum vi --J speed is 85 MPH, 25 It Mean Roof S Height (max.), Exp. C. 16d box nails are typi-.al throughout, except as noted ( in details ). The Center Ridge Rafter ( CRR ) is 2 x 6 stud. Attach this to I� - the 1 x 8 with 4-15c loe nails ( 2 from each, face ). Attach the C opposite end to tho truss the same. LEVATION VIEW The Valley Rafter— pr -tins, and blocking material are 2 x 4 stud. The blocking mus! be ,paced 24- O.C. and be adequately braced in the lateral direcl•3n A 6-0-0 O.C. Attach this blocking 16 the Valley Rafter with 3-1.3d. Attach this blocking to the purlin with 2-16d. The trusses below the valley are spaced 24' O.0 , The purlins -are full :englh under the V211ey set and must be installed at 24. O.C. They ars :o be attached to each overlapping truss top chord wilh 2-16d nails. If 'het are not one continuous length• add a 12- long nailer to the face of :he truss top chord with 4-16d .End one purlin section DETAIL 9 on the truss and be;,tn the additional section on the n2def. VALLEY RAF TE, A 1 x 8 perimeter runner must be attached through the sheathing and into each Irucs below with 3-6d box nails. This 1 x 8 follows the outside profiie olthe valley, t I The Valley R2fters ;re spaced 24- O.C. Mach them to the CRR with 1 5 2-16d loe nails. Ah;ich the opposite and to the 1 x 8 with 3-8d toe nails. 2 X < BLOCK PLAN VIEW WITH 3 - 16d PLA-- VIEW * REG/SI' y5 CHAq��.9tn ,0 O � o o p DETAIL C 1 X y DETAIL C T O n 2 X< 1 5 PcRIMET_R PURLIN RUNNER VALLEY \ e oCK RAFT ER ter_ WITH 2 - 16d 2-16d TOc NAILS G r � a Cy��ss r TRUSS TOF rO O,o CHORD 7 � SHEATHING ELEVATION VIEW ELEVATION VIEW PEAK PLATE: 3.4 120 5.5 (2x11) 6.6 12xR) BC SPLICE; 3-4 (2x4) 5-5 (2x6) 6-6 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 00 MPH WIND EXPOSURE C• LESS THAN 20'=0' WALL HEIGHT. A. MAXIMUM 1'-0" EAVE WITH BLOCKS @ 32"o.c. OR 2'-0" EAVE. / 6'-0" MAXIMUM MAXIMUM. WITH 4x2 12 OR BTR. BRACE SPACING OUTLOOKERS CUT INTO GABLE @ 32"o.c. t 2x4 12 MINIMUM CONTINUOUS STRONGBACK BRACED TO. ROOF S'TRUCTUIIE AT 6'-0" MAXIMUM. CONNECTION DETAILS (MIN.. NAIL REQUIREMENTS t+r', SHEATHING TO GABLE TRUSS, 8d AT 6' o.c. II 1.5-3. TYPICAL CONNENON \ If .I I1 I ' _ t STUDS TO BE MAXIMUM 24"o.c. PEAK PLATE: 3.4 120 5.5 (2x11) 6.6 12xR) BC SPLICE; 3-4 (2x4) 5-5 (2x6) 6-6 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 00 MPH WIND EXPOSURE C• LESS THAN 20'=0' WALL HEIGHT. A. MAXIMUM 1'-0" EAVE WITH BLOCKS @ 32"o.c. OR 2'-0" EAVE. / 6'-0" MAXIMUM MAXIMUM. WITH 4x2 12 OR BTR. BRACE SPACING OUTLOOKERS CUT INTO GABLE @ 32"o.c. t 2x4 12 MINIMUM CONTINUOUS STRONGBACK BRACED TO. ROOF S'TRUCTUIIE AT 6'-0" MAXIMUM. BRACING DETAILS HEEL PLATE: 3-4 (2x4) 5-5 12x6) 6-6 (2X8) CONTINUOUS BEARING WALL GABLE END FRAMING CONNECTION DETAILS (MIN.. NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE TRUSS, 8d AT 6' o.c. STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10" CLEASPAN, 70 MPH. AT EVERY 6'-0' MAXIMUM 1.5-3. TYPICAL CONNENON \ 4'-1.5"CLEARSPAN, 80 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. ' _ t STUDS TO BE MAXIMUM 24"o.c. BRACING DETAILS HEEL PLATE: 3-4 (2x4) 5-5 12x6) 6-6 (2X8) CONTINUOUS BEARING WALL GABLE END FRAMING CONNECTION DETAILS (MIN.. NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE TRUSS, 8d AT 6' o.c. 7.x4 SOLID BLOCK WITH 3-16d NAILS EA. END AND Bd NAILS FROM SHEATHING TO BLOCK AT 6"o.c. Bd AT 6" o.c. / _ t 1•1Bd / 2.16d 1 Ya" NOTCH 0 32' o.c. ` SOLID BLOCK 2x4 BRACE WITH 2.16d TOE - 2 -16d NAILED EA. END WITH 4-1 6d NAILS I/\ ('LATE CODE Sr-Ar:aP1G DATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS CO .Ab�b,- TRUSWAL MAN, AWWi SYSTEMS IlllfoWAL SYSTEMS COnPORAIION 2x4 BRACE L BRACING PER 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24" ox. TO THE WALL PLATE. SECTION A GABLE STU AFD ARCu._ v uiAiv Q � � �1u• Al Q X013 pp�E Q2 EXP• _ 2-1 WARNING Read all notes on.this sheet and give a copy of It to the Erecting Contractor. This design is for an individual bui dmq component. it has been based on spect8ranons provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsib" is assumed lot dimensional accuracy: Dimensions are to he verieed by the component manufaelurer and/or building designer prior 10 fabrication. The building desagnar shag aseenain that the bads utitismd on this design meet or exceed the boding imposed by the foal bin" Code. 11 is assumed that the too chord is laterally braced by U's ton' at Mor shoaahing and the bottom chord is lateratty braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing umwn at for lateral support of components members only to reduce buckling length. This component than not be placed in any enviromment that •vill rause the moisture content of the No exceed 19% and/or Cause connector Plata comosio j. Fabricate. handle. Instal and braes this hugs in ncenrdanea wah IM following standards: 'TRUSCOM MANUAL' by Tmswal.'OUALITY CONTROL STANDARD FOn METAL PLATE CONNECTEC W(1Ul/ IntISSES- • (OST88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIS -90 and 108.91 SkIfAMAny SHEET by TPI. The Truss Plate Institute ITPI) is Located at 583 VOW(* DINO. kiadrson. Wisconsin 53719: The Amenan Forest ant) Paper Asfnantbn (AFPA) is located N 1250 Connecticut Ave. W. Ste lob. Washngton.'DC 70036. NOTE: Vent Mocks may be omitted where no vent Is required. D•24, T -34 U I Y tar N 1 o I � u � o V O F- D•24. T-]4 Varlea to suit vent or outlooker Cutout for 2x4 laid (lit (Spacing per bullding tans) �n � �l Alternate stud Connection with Stu lus I"ySt: Stud Connection 8-14111 x } I" Crown 11/4"long D-2.5/1'• T-31 or equal Cutout for 2x4 leld Rat '(Spacing per building plans -L *L x l4 Add-on with 6dnails at 16"o.c: (by builder) "OFF STUD'ICUTOUTS "ON STUD"CUTOUTS 2- 16d nails 12 —� varies DESIGN FOR TYPICAL CAIlLE END TRUSS CAIILI: FIND TRUSS ,. TRUSS Z. 2-16d nnila/ D -J4. T-]4 2-16d nail Truss Q 1 q OF GP�'� DETAILS FOR 2 x 4 OUTLOOKERS Plate. LI CABLE END BRACING ' _ .. •_ ..ars_; rw.rt..uco. cvor.trr�eY...r....+.rrowr....l r+.t.J......rr..►.,r..+..w...: rotrne...o:n..•,rsrm..+.w.v.r.�......� TRU6WAL F.Ue No. Cable End Truss wrAlw++www•4'Tl:/.waMA.ti..11-.II"by.lw�•.•pr/.Iwr+N4+.10.Jr-.,•M•+.•r.l,,,.,,..,,,r,,,..�,..,,,....,....r:.-1 ANAHEI Date• 12/4/76 aona.,otrcaalarunn..c•eL RO N E L DETROI Ref: Dc a. Dy: JN Ck,DY• I- —d 4A-&000t:��w.•r�hr....10^,aiw wvewt.>..,ti..Hrnw•.....r .• •:tt'..r."..�.•a..,..,c. Is..v'.«..•trt..,atoGa0.A1A0/.r7. 0to%r1 1r0 AT111NT t 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•'.G1NEER 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 r BLOCK _fA- BLOCK \.AXO-M BLOCK O STUDS @ A L 16" O.CIm- BLOCK (TYP . ) SO4 G110� BOT TOP PLATES CHORD TRUSS SECT. A -A J(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 WT-TH 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 SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS �'9yO �\ _ ' X' BRACTNG B.C. OF TRUSS OR %14 v G%AV ` R ' END VERTICAL U No 006•� THROUGH TO BEARING. 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 . � ID DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING LD (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 EQUIV.) 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 2X SECT. C Top PLATE 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV.) (TYP.) TRUSS CLIP TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (300) 322-4045 FAX:(719) 598-8463 CO01003160A 1/110/01 Users of Truswal engineering: The TrusPlusT"" 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 engineering drawings from Truswal will show the required nun'ibor and approximate 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, connected and braced to the building per the building designer (See ANSI/TPI Current version). The following are other options (when CLB bracing is not possibly 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 nailed flat to the edge of the member with 10d. common or box nails pt 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 naiis at 8" o..c. if only one brace is required, or may be nailed to both faces of the member if two braces are required.. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. 1. EXAMPLES "T" BRACE SCA N L Please contact a Truswal engineer if there are any questio t 2. 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 F: Esent on the false frame. that would cause the loads to exceed 10 PSF for any reason. a The joint(s) to .repair does not have a supp: rt 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' GDX 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 of 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). Typical Joint False frame refers only To non-structural members xw,. (zero design forces). CHAR10 o p o of i 0CP LPO� J 0RNIA . LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAXIMUM 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. / I 2x4 CONTINUOUS LATERAL ',"— BRACING APPLIED AT 24'o.c *' ATTACH EACH BRACE TO THE l:OITUIini 1, A0'OS'01 H 2- I Od NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTInN. UL Frit pr�=,roj ) CODE SPACING DATE UBC 24"o.c. 4-30-98 CAP COr,.,NTL-^ ; : ..,T/-.,. CO Tl�'U'SVV1�``IMM. INUSWAL SY:i,n i CORHU17A.,0N 2-16d NAILS TOENAILED F 2x4 BRACE SECTION CAP TRUSS BOTTOM TRUSS CHORDIWEB SIZE ARE I PEr, THE APPROPRIATE T^Uc `:.? AL DESIGN. 2-10d NAILS WARNING Read all notes on this sheet and give a copy of It -lo the Erecting Con(ractor. This design Is for an Individual buildmp component. It has been Eased on specifications provide'o by the component manufacturer and done in accordance with he current versions of TPI and AFPA assign standards. No re9pdnsibady, is assumed for dimensional accuracy. Dimensions are to be verllied Ey the component manufacturer and/or building designer prier to labdGllon. The building designer shah aSCenain IMI Its load$ ulaited on this design meet or asceed the loading Imposed by the local budding code. It is assumed that the top chord is laterally braced by the roof 0111M fsheathing and the bottom chord Is laterally braced Ey a rigid sheathing material directly attached. unless otherwise notM &song shown Is lot lateral support of componenti members only to reduce buckling length. The component shall not be placed in any environment that will muse the mo!s:ure content of the wood e$ceed 19% and/or cause con,.cry plate co•rosion. Fabricate. handle. install and brace this truss in ACCdrrlFn. q wdh IM 1.]Iiow:ng stCi:ddres: 'TnUSCCM MANUAL' by lm -' U-%JTy C—NTROL SrAuUARO rOP lAPTAL PLATT' CO—JECT-cD WOOD TRUSSES' - (OST.68).'HANDLING INSTALLING AND BMCING MCTAL PLATE CONNECTED WOOD TRUSSES' • 1)418.91( and'N16.91 SUMMARY SHEET by TPI. The Tiuss Plate Institute (TPI) Is located at 567 O'Onohio Orive. Madison. Wisconsin 53# 19 rhe American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NLY. Ste 200. Washington. OC 20036. PIGGYBACK DETAIL (2) 16d TOENAIL PIGGYBACK ol CONT. 2X4 4050 Ca- S� SUPPORT TRUSS 3 •1 I X8"X1 j2" PLYWGD- GUSSE-T AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" 72" D.C. TYP. LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16,d EACH END. 1630 ('1,5-3) P3260 (--5-) 1630 Q 5 1.630 1 3245 (3 GROG/T� 1630 1630 1630 SP 3260 1.5X3 (ryp•) — — (1,3-3) 2a (LS-3� Cr�S'-3)�g� .Aq� 02 - 2X4 CONTINUOUS SUPPGRI dKHCING. P&2- ATTACH .TO THE TOP SIDE OF TOP CHORD OFLu TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d C v No C�19p5 • REQUIRES 2X4 BRACE WHEN NAILS # 1120 VERTICAL EXCEEDS 5'-0" 2 ,AXP �P��` ; S O L'DER DETAIL BRACES AT 10'-0" ETC. SJ, 9TF 0 F P� `'D l � �.z.Ct�L- .1� Pia GoN�1�TsotiJ off- ISA-Uk_'_ �4-P-j-12-AJ s S 12- � M- EA) o f GA -0 PLF- Nota. oR- 730#- Rae ,6gAC�- (.r_F ,uor G,AT- E L c -j L� � Sze-;� soN CSP -r2�s 5 LS 7A G YM OkI (GY 5z'/1P. �vV „f -SC_„ A 3-1 G -712,vS3 Tod "fl 4oTmNl,..EAK�I R� �S QFI.S�GN or- Teuss , J �V 0V dv\ '� �_ 33 _ * REG�s� V�L l� v� yy HAR�F��t� LARAX L -1' l�sS,4M�/ , 10,E. #Z1196 Job Name: STANDARD HIP RAFT I'ER 8' SETBACK Truss ID: RAF -4 Otv: 1 Drwe: 'o -X -LOC REACT SIZZEEr� 1REWD� TOP CHORD 2x4 FL N1 & Btr. 2, 11- 2-11 761 1.50" 1.50" SLIDER 2x4 FL #1 & Btr. PLATING BASED ON GREEN LUMBER VALUES. TRUSWAL SYSTEMS I 4445 Nonbpuk Dr., Colo Springs, CO 80907 t TQ5.0 Version 09:30.98 1 -co Plating spec ANSI TPI - 1995 THIS DESTM IS THE OMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Pertltartent bracing is required (by others) to pprrev t rotation/t li See HID -91 aril ANSII 1-1995; 10.3.4 5 and 10.3.4.6. ' I1-1-12 I 2 r2 g3 5P3-5 6-b • 4-� UPLIFT REACTION(S) : support 2 -100# This truss is designed using the t(BB��[(C� Code. Hur�riraiel Otxsi Lir ee NEo�, Zone m Cate�gorrYY C Bldg 99.ODft, Bldg idth = �J.ODft, Mean height = 18.32ft, MPH = 70 Classification = 4, Dead Load = 12.0 psf --LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.PIf R.Loc LL/TL TC Vert .0 0 0-0 142.3 9-10-13 . TC Vert 30.0 9-10-13 . 30.0 .11- 5-12 :?3 T. 241-5 4-1-1 SHIP l / 0 ARC , 0• GAgy/TFi, 11/2" GAP MAX 2-9-15 11-3-7 3 4 11-1-12 1 11 ]-12 5/99 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or i{ %V I Scale: 5/16" = 1' "H"(16 a.), positioned per Joint Report. Circled plates and false t frame fates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 u0: LLM10 This design 6 for an Individual building component. It has been based onspeciftcatipns provided by the component marnufactumr and done In Chk.: Customer Name: accordance wilt the current versions of TPI and AFPA design staodaids. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr #LC = 5 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the Inds ullised'on : this design meet or exceed the loading imposed by The local building code. It is assumed that the top chord is laterally braced by the roof or floor TC Live 16.0 pef DurFaes 'L=T -2-5 P=1.25 sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise nv',od. Bracing shown 6 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 TC Dead' 14.0 psf Rep Mbr Bnd 1.00 content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this trues in accordance with the following BC Live .0 psf. 0, C. Spec i ng 2- 0- 0 standards: 'TRUSCOM MANUAL', by Trusvwl, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST -88), 'IIANDLINO INSTALLINO AND BRACING METAL PI -ATE CONNECTED WOOD TRUSSES'- (1118-91) and 'HIB -91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SI{EBT' by TPI. The Truss Plate Institute (Tpl) is located at 5R3 D'Onofrin Drive, Madison, Wisconsin 53719. The American Forest end f 2per Defl, Ratio: L/240 TC: L/180 Association (AFI'A) is located at 1250 Corinecticul Ave, NW, Ste 200, Washington, DC 20036. TOTAL 40.0 psf PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 PSF PRESSURE BLOCK PRESSURE BLOCK 3-10d WITH 4-16d NAILS 3-10d 3-10d WITH 4-16d NAILS 3-10d y BOTTOM CHORD OF 2'4" O.C. TYPICAL HIP NO. I TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK, IGMG. CA HIP NO. I TRUSS SIDE VIEW END JACK 1 Pn- SSURE BLOCK 3-10d II IS nIE nESn01Is IB1 I. Or Ob1Ea5 to �StEatilM w -t IM 10,05'U 11LI1E0 bI 1rIS.11G1, r1E1 po EICE(0 1K -clwl uE-o Laos I-Pos(o 01 ME SIt1UC"11r. +1m IK• LIVE Loos 1-Pos(o a. 1K Loc -L BURCII-IG CODE 00 u 151pn 14al CI Ir" IC "ECOnOS. IA 14SPO"SIBIL Nr IS-SSl:fo son OIKnSIb--I •CC[P+C• vEotrt -IL ','` IIIMtn;iO,rS PnIOn t0 1-180.11751i 111,10 C aIEC I". ."Its SI10w. mE InUSr4 IB. IB: OP ?0 GatE +S SPEC 1, It 0 rannl(utOn Snall COrPIr MIIM n4- �'j1UlLin Cbllapl ruIV+L' Or IK tours of+4 1'ISIIIVIC 11rt1 1-0 1K T InUS1f-L -InUSCOr ru WL LL PIII.LS -of SPCC Ir ICAII v pESIGru IEO anE t0 BE EOVaII r Olvlan 01,10115 SnrClal CU1l InG blit L/I(uq RnaCtJtG nEOUIa,0 0' If10Iv IoU+l IPUSS rr.arnS IS 1*1ro 0•, 1" IS OP+ -1,1G IVIS Ur 514'1 +SSWIS 11' IOt' C1101g1 10 RE Cbrt111000SL• RP+CIO Br M-111"plG U'qI SS 011(0x151 S'41(p r..(m ul1 n11;10 L111 IIID IS aMq IrU nl'R.Clt, 10 n4 n0110- O'Otlp. It S -L1 BE 8n -CI 1) -f I lffav-IS •N' r1Cf 101•K ❑1' U' Pln;0ui l0(CIp1G Inr55L5 -If1 C-UtIb1fU IO Sri. Pllpri SSlTnI -Qv ICI alG+n01 �*64,1174"m rM 4110.1 }rr�(C IPlat;hr w'll.,' 15 +l-atS nlM1NMf0 t0 Pltl.vi nl tpnPl l'1G n,o OOr 1.101,14 o('1a to IPVS$IS �`iE LL.�Jir�•77 Cnr"(ulanr I;:1 n[Cprrrrm+llpl5 Itatl nt of c0•PUSIdf rat /r Ist CO'rcralll,lc oa0o(o x1110 rn(Ctlbr. Crlit0Cy an B'ranlPIG LOCA110115, uIp 1ea,Intrnn ,71rul aur[ tPVwlsluncoCO-1-t-0 ,(raaapo/KiRUSWALSYSTEMSCORPORAIION tu.q.r1,pn'rI PfnInISOSC-S4L 10 l PL -05b 1 -11 Eu(o (tEL1.) 191 unl/On UUSE CbPRC10n o( -1E COan0510•t (-x810 w'(n RECESS+ot. (5 BES1 of t(w POEO R• '"11CIOU; Arm ICU'Ib1 0r 11PF01EM( u10 1'r(a(IOn( IS OVISIBf ME SCOPE Or PESPO,tS IR ILII• 0t IalrS-K PLAEE TW20 CGOE UBC SPACING NA OATS 5/15/97 IGMG. CA HIP NO. I TRUSS SIDE VIEW END JACK 1 Pn- SSURE BLOCK 3-10d II IS nIE nESn01Is IB1 I. Or Ob1Ea5 to �StEatilM w -t IM 10,05'U 11LI1E0 bI 1rIS.11G1, r1E1 po EICE(0 1K -clwl uE-o Laos I-Pos(o 01 ME SIt1UC"11r. +1m IK• LIVE Loos 1-Pos(o a. 1K Loc -L BURCII-IG CODE 00 u 151pn 14al CI Ir" IC "ECOnOS. IA 14SPO"SIBIL Nr IS-SSl:fo son OIKnSIb--I •CC[P+C• vEotrt -IL ','` IIIMtn;iO,rS PnIOn t0 1-180.11751i 111,10 C aIEC I". ."Its SI10w. mE InUSr4 IB. IB: OP ?0 GatE +S SPEC 1, It 0 rannl(utOn Snall COrPIr MIIM n4- �'j1UlLin Cbllapl ruIV+L' Or IK tours of+4 1'ISIIIVIC 11rt1 1-0 1K T InUS1f-L -InUSCOr ru WL LL PIII.LS -of SPCC Ir ICAII v pESIGru IEO anE t0 BE EOVaII r Olvlan 01,10115 SnrClal CU1l InG blit L/I(uq RnaCtJtG nEOUIa,0 0' If10Iv IoU+l IPUSS rr.arnS IS 1*1ro 0•, 1" IS OP+ -1,1G IVIS Ur 514'1 +SSWIS 11' IOt' C1101g1 10 RE Cbrt111000SL• RP+CIO Br M-111"plG U'qI SS 011(0x151 S'41(p r..(m ul1 n11;10 L111 IIID IS aMq IrU nl'R.Clt, 10 n4 n0110- O'Otlp. It S -L1 BE 8n -CI 1) -f I lffav-IS •N' r1Cf 101•K ❑1' U' Pln;0ui l0(CIp1G Inr55L5 -If1 C-UtIb1fU IO Sri. Pllpri SSlTnI -Qv ICI alG+n01 �*64,1174"m rM 4110.1 }rr�(C IPlat;hr w'll.,' 15 +l-atS nlM1NMf0 t0 Pltl.vi nl tpnPl l'1G n,o OOr 1.101,14 o('1a to IPVS$IS �`iE LL.�Jir�•77 Cnr"(ulanr I;:1 n[Cprrrrm+llpl5 Itatl nt of c0•PUSIdf rat /r Ist CO'rcralll,lc oa0o(o x1110 rn(Ctlbr. Crlit0Cy an B'ranlPIG LOCA110115, uIp 1ea,Intrnn ,71rul aur[ tPVwlsluncoCO-1-t-0 ,(raaapo/KiRUSWALSYSTEMSCORPORAIION tu.q.r1,pn'rI PfnInISOSC-S4L 10 l PL -05b 1 -11 Eu(o (tEL1.) 191 unl/On UUSE CbPRC10n o( -1E COan0510•t (-x810 w'(n RECESS+ot. (5 BES1 of t(w POEO R• '"11CIOU; Arm ICU'Ib1 0r 11PF01EM( u10 1'r(a(IOn( IS OVISIBf ME SCOPE Or PESPO,tS IR ILII• 0t IalrS-K 5OTFLN - `78- tl� WILc E7420sVv -fit N (o�(e -ill - 0�3_�i)T#�3 TITLE 24 REPORT Title 24 Report for: Thomas Buffin Power Brokers Revered Seville Med- All Orientations La Quinta, CA 92253 Project Designer: Frank A. Moreno 45-400 Big Canyon Street Indio, CA 92201 760-200-9956 Report Prepared By: Frank A. Moreno Power Brokers 51370 Avenida Bermudas Suite 1 La Quinta, CA 92253 (760) 564-8470 Job Number: 00102 Date: 4/28/2005 CITY OF. LA QUINTA BUILDING & SAFETY D PT. APPROVED FOR CONSTRUCTION BY 5�7 ©FFicE The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 897-8400. EnergyPro 3.1 By EnergySoft Job Number:. 00`102 User Number. 6115 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary HVAC System Heating and Cooling Loads Summary 1 2 3 6 8 12 I EnergyPro 3.1 By EnergySoft Job Number: 00102 User Number. 6115 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Thomas Buffin Power Brokers 4/28/2005 Project Title Date Revered Seville Med- All Orientations La Quinta Project Address Building Permit # Power Brokers (760) 564-8470 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1-918f? Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 1,918f? Building Type: (check one or more) © Single Family Detached ❑Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (North) 0 deg Floor Construction Type: ®Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component Const. Frame Assembly Location/Comments TvDe a -value (attic. oaraae. tvDical. etc. R-38 Roof (R.38.2xl4.16) Wood 0.028 Exterior Roof R-13 Wall w/1" EPS Wood 0.059 Exterior Wall Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation FENESTRATION Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF) U-Faglor SHQQ Shading Yes / No Yes / No Rear (South) 53.4 0.55 0.53 Bug Screen X❑ ❑ ❑ X❑ Rear (South) 18.1 0.57 0.55 Bug Screen ❑X ❑ ❑ X❑ Rear (South) 16.7 0.60 0.53 Bug Screen X❑ ❑ ❑ ❑X Right (West) 53.0 0.60 0.53 Bug Screen X❑ ❑ ❑ ❑X Front (North) 33.4 0.55 0.53 Bug Screen 91 ❑ ❑ Q Front (North) 38.0 0.57 0.55 Bug Screen n ❑ ❑ Q Left (East) 40.0 0.55 0.53 Bug Screen Q ❑ ❑ Q Left (East) 38.0 0.57 0.55 Bug Screen ❑X ❑ ❑ Q Left (East) 62.0 0.60 0.53 Bug Screen 0 ❑ ❑ ❑X ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 04128105 4:05:22 Run Code,• 1114722322 Ener Pro 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Page: 3 of 12 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Thomas Buffin Power Brokers overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. 4/28/2005 Project Title Name: Name: Frank A. Moreno Title/Firm: Frank A. Moreno Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronlc data under Water Heating Systems, except Design Heating Load. Address: 51370 Avenida Bermudas Suite 1 Distribution La Quinta, CA 92253 Telephone: 760-200-9956 Telephone: (760) 564-8470 Heating Equipment Minimum Type and Duct or (signature) (date) Type (furnace, heat Efficiency Location Piping Thermostat_ Location / pump, etc.) (AFUE/HSPF)(ducts, attic, etc.) R -Value Type Comments Central Fumace 92% AFUE Ducts in Attic 42 Seffiack R s HVAC Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Sethark REs HVAr. WATER HEATING SYSTEMS Rated 1 Tank Energy Facts 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value Standard Gas 50 gal or Less Small Gas Standard 1 40,000 _5Q 0.53 n/a 12 1 For small gas storage (rated inputs of less than or equal to 75,000 Bt Ar), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Frank A. Moreno Title/Firm: Frank A. Moreno Title/Firm: Power Brokers Address: 45-400 Big Canyon Street Address: 51370 Avenida Bermudas Suite 1 Indio, CA 92201 La Quinta, CA 92253 Telephone: 760-200-9956 Telephone: (760) 564-8470 Lic. #: Q / fit' o'er . 4-2�-a (signature) (date) (signature) (date) Enforcement Agency Name: Title/Firm: _ Address: Telephone: 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Page:4 of 12 Certificate of Compliance: Residential (Addendum) CF -1 R Thomas BufFn Power Brokers 4/28/2005 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies oiasea on the adequacy of the special justification and documentation submitted. Plan I Field The DHW System "Standard Gas 50 gal or Less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 External Blanket. The HVAC System "Res HVAC" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -811. Plan I Field The HVAC System 'Res HVAC' includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Res HVAC' is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 04/28/05 4.05.22 Run Code: 1114722322 EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Page:5 of 12 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures -§150(.): Minimum R-19 ceiling insulation. E] §150(b): Loose fill insulation manufacturer's labeled R -Value. 1150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame wells (does © not apply to exterior mass walls). rV_1'§150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no ❑ greater than 2.0 permfinch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infittration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(f1: Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. Irk]§ 150(h): Heating and/or doling loads calculated in accordance with ASHRAE, SMACNA or ACCA. V §150(i): Setback thermostat on all applicable heating and/or cooling systems. n§1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Page:6 of 12 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181 A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of dud systems and their components shall not be sealed with cloth back rubber adhesive dud tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 35' of pipe between fitter and heater for future solar, cover for outdoor pools or spas. a. At least 36' of pipe between fitter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 0 §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑§118 (f): Cool Roof material meet speed criteria Lighting Measures ❑ §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. ❑ §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 IumensNvatt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling factures are IC (insulation cover) approved. 3.1 By EnergySoft User Number. 6115 Job Number: 00102 Page:7 of 12 Computer Method Summary (Part 1 of 3) C -2R Thomas Ruffin Poyser Brokers Project Title Revered Seville Med- All Orientations I a_Quinta 4/28/2005 Date Project Address Building Permit # Brokers (760) 564-8470 _Power Documentation Author Telephone Plan Check/Date Computer Performance C mopl ance Method (Package or Computer) 15Field Check/Date Climate Zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 1.74 0.80 0.94 Space Cooling 32.94 33.43 -0.50 Domestic Hot Water 13.38 13.26 0.13 Totals 48.07 47.50 0.57 Percent better than Standard: 1.2% BUILDING COMPLIES Total Conditioned Floor Area: 1,918 ft2 Floor Construction Type: ❑ Raised FloorX❑ Slab Floor Building Type: Single Fam Detached Building Front Orientation: (North) 0 deg Total Fenestration Area: 18.4% Number of Dwelling Units: 1.00 Total Conditioned Volume: 19,180 ft a Number of Stories: 1 Total Conditioned Slab Area: 1,918 ft 2 BUILDING ZONE INFORMATION Zone Name Floor Area Volume # of Units OPAQUE SURFACES Solar Act. Gains Type Area U -Fac. Azm. Tilt Y / N Form 3 Reference Zone Type C nnrlitinnwi Thermostat Type SPthank Vent Hgt. Area -2 n/a Location / Comments Computer Method Summary (Part 2 of 3) C -2R Thomas Buffin Power Brokers 4/28/2005 Project Title Date FENESTRATION SURFACES EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Pane:9 of 12 1 U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments .1_ Window Rear (South) 20.0 0.550 0.53 _ 180 90 Double NonMtl Tinted Defauft 1st Floor Zone 2 Window Rear (South) 6.0 0.570 0.55 180 90 Double NonMb Tinted Default 1st Floor Zone 3 Window Rear (South) 6.7 0.600 0.53 180 90 Double NonMtl Tinted Defauft 1st Floor Zone 4 Window Rear (South) 2.7 0.570 0.55 180 90 Double NonMb Tinted Defauft 1st Floor Zone 5 Window Rear (South) 33.4 0.550 0.53 180 90 Double NonMb Tinted Defauft 1st Floor Zone 6 Window Rear (South) 10.0 0.600 0,53 180 90 Double NonMtl Tinted Defauft 1 st Floor Zone Z Window Rear (Souk) 6.7 0.570 0.55 180 _ 90 Double NonMb Tinted Defauft 1st Floor Zone 8 Window Rear (South) 2.7 0.570 0.55 180 90 Double NonMtl Tinted Default 1st Floor Zone 6 Window Right ((Vel 20.0 0.600 0.53 270 9Q Double NonMb Tinted Defauft 1 st Floor Zone 1Q Window Right (West) 4.0 0,600 0.53 270 90 Double NonMtl Tinted Defauft 1st Floor Zone 11 Window Right Meso 20.0 0.600 0.53 _ 270 90 Qouble NonMb Tinted Defauft 1st Floor Zone 12 Window Right (West) 9.0 0.600 0.53 270 90 Double NonMb Tinted Defauft 1 st Floor Zone _U Window Front (North) 33-4 0.550 0.53 _� 90 Qogble NonMb Tinted Default 1 st Floor Zone 14 Window Front (North) 10.0 0.570 0.55 0 90 Double NonMtl Tinted Default 1st Floor Zone 15 Window Front (North) 12.0 0.570 0.55 0 90 Double NonMb Tinted Default 1st Floor Zone 16 Window Front (North) 16.0 0.570 0.55 0 90 Double NonMtl Tinted Default 1 st Floor Zone 1 Window Left (East) 40.0 0.550 0.53 90 90 Double NonMtl Tinted Default 1st Floor Zone 18 Window Left (East) 10.0 0.570 0.55 90 90 Double NonMtl Tinted Default 1st Floor Zone 1,9 Window Left ash _ 16.0 0.600 0.53 90 90 Qouble NonMtl Tinted Default 1 st Floor Zone _ 20 Window Left (East) 8.0 0.570 0.55 90 90 Double NonMb Tinted Default 1 st Floor Zone 21 Window Left (East) 16.0 0.600 0.53 90 90 Double NonMtl Tinted Default 1st Floor Zone 22 Window Left (East)_ 8.0 0.570 0.55 90 90 Double NonMb Tinted Defauft 1st Floor Zone 23 Window Left (East) 15.0 0.600 0.53 90 90 Double NonMtl Tinted Default 1st Floor Zone 24 Window Left (East 6.0 0.570 0.55 90 90 Double NonMtl Tinted Default 1 st Floor Zone 25 Window Left (East) 15.0 0.600 0.53 90 90 Double NonMb Tinted Default 1st Floor Zone 26 Window Left (East) 6.0 0.570 0.55 90 90 Double NonMb Tinted Default 1st Floor Zone SHADING INTERIOR AND EXTERIOR Window Overhang Left Fin Right Fin # " Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 6.6 3.0 6.0 0.1 6.0 6.0 2 Bug Screen 0.76 2.0 3.0 6.0 0.1 6.0 6.0 3 Bug Screen 0.76 5.0 1.3 1.0 0.1 1.0 1.0 4 Bug Screen 0.76 2.0 1.3 1.0 0.1 1.0 1.0 5 Bug Screen 0.76 6.6 5.0 1.0 0.1 1.0 1.0 6 Bug Screen 0.76 2.0 5.0 _ 1.0 _ . 1.0 _1.0 7 Bug Screen 0.76 5.0 1.3 1.0 0.1 1.0 1.0 8 Bug Screen 0.76 2.0 1.3 1.0 0.1 1.0 1.0 9 Bug Screen 0.76 4.0 5.0 0.0 0.0 0.0 0.0 10 Bug Screen 0.76 1.0 4.0 0.0 0.0 0.0 0.0 11 Bug Screen 0.76 4.0 5.0 0.0 0.0 0.0 0.0 12 Bug Screen 0.76 3.0 3.0 0.0 0.0 0.0 0.0 13 Bug Screen 0.76 6.6 5.0 0.0 0.0 0.0 0.0 14 Bug Screen 0.76 2.0 5.0 0.0 0.0 0.0 0.0 15 Bug Screen 0.76 2.0 6.0 0.0 0.0 0.0 0.0 16 Bug Screen 0.76 4.0 4.0 0.0 0.0 0.0 0.0 17 Bug Screen 0.76 6.6 5.0 0.0 0.0 0.0 0.0 18 Bug Screen 0.76 2.0 5.0 0.0 0.0 0.0 0.0 19 Bug Screen 0.76 4.0 4.0 0.0 0.0 0.0 0.0 20 Bug Screen 0.76 2.0 4.0 0.0 0.0 0.0 0.0 21 Bug Screen 0.76 4.0 4.0 0.0 0.0 0.0 0.0 22 Biu. Screen 0.76 2.0 4.0 0.0 0.0 0.0 0.0 23 Bug Screen 0.76 5.0 3.0 0.0 0.0 0.0 0.0 _ 24 Bug Screen 0.76 2.0 3.0 0.0 0.0 0.0 0.0 25 Bug Screen 0.76 5.0 3.0 0.0 0.0 0.0 0.0 26 Bug Screen 0.76 5.0 3.0 0.0 0.0 0.0 0.0 EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Pane:9 of 12 1 Computer Method Summary (Part 3 of 3) C -2R Thomas Buffin Power Brokers 4/28/2005 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 90 0.76 0.0 _ 0 1st Floor Zone HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiencyy and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 92%AFUE Ducts in Attic 4.2 Setback Res HVAC pipe Pipe Hydronic Piping Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 12.O SEER Ducts in Attic 4.2 Setback Res HVAC WATER HEATING SYSTEMS Rated' Tank Energy Fact?1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type _yst. (Btu/hr)_ (gal) Efficiency Loss (%) Ext. Standard Gas 50 gal or Less Small Gas Standard 1 40,000 50 0.53 n/a 12 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Computer Method Summary I (Addendum) C -2R Thomas Buffin Power Brokers 4/28/2005 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan I Field The DHW System "Standard Gas 50 gal or Less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 External Blanket. The HVAC System 'Res HVAC' includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -GR. Plan Field The HVAC System "Res HVAC' includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System 'Res HVAC' is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -61R Form. EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number: 00102 Page: 11 of 12 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Thomas Buffin Power Brokers 4/28/2005 SYSTEM NAME FLOOR AREA Res HVAC 1,918 26.0 of 69.4 of 69.4 of Outside Air 0 cfm 69.4 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent I CFM I Sensible 1,508 36,909 -569 678 25,249 0 1,845 1,262 0 0 0 0 0 0 0 0 0 1,845 1,262 40,600 -569 BDP CO.563AN060-A 45,092 3,518 Total Adjusted System Output 45,092 3,518 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm 105.0 of Supply Fan Heating Coil 2055 cfm K Retum Air Ducts i 115.0 / 73.5 of 78.8 / 62.3 of 78.8 / 62.3 of 55.0 / 53.5 of Outside Air O 0 cfm Supply Fan Cooling Coil 2055 cfm 78.8/62.3 of h Retum Air Ducts `i 27 774 112,000 112,000 Jan 12 am Supply Air Ducts 104.4 of ROOMS 70.0 OF Supply Air Ducts 55.8 / 53.9 of 40.5% R.H. ROOMS 78.0 / 62.0 of EnergyPro 3.1 By EnergySoft User Number. 6115 Job Number: 00102 Page: 12 of 12