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BWFE2015-0166 Truss Calcs1 TRUSSWORKS A Compa,,u Can Truss! c:n �N °�� p TC M 0 T M ��o Imo � FEB G 2 2006 cn m ! y rnn 75-110 ST. CHARLES PLACE B SUITE 1 IA PALM DESERT, CA 92260 z )> JOB No.: PHONE: 760-341-2232 FAX: 760-341-22.93 NAME: MANUFACTURING YARD: PROJECT: 55755 TYLER STREET, THERMAL, CA. 92274 Nli FAX: 760-399-9786 ` NATIONAL INSPECTION ASSOCI+ATIO& IINTC. ;h- • NIA ....... E I Quality Systems Management. Inc. Lumber Gradef g. S National Testing, Inc. Otiginadon Date: 97-2M.3 ge4 Revision No. C Accredited Quality Assurance / Control Agency LAS AA -583 AF #13 Metal Plate Connected Wood Truss Plate to Wood Tolerance is within 1W." !Yon Listed Fabricator's Audit Label Legibility =Labels on Site •Stamp Labels 1.385 Any Test / !reasuring Equipment That Requires Calibration I Report Number: A Audit Date/Anive./Depart: -� S- 4 �_ C% % 3he,'-3L5-,, L• Fabricator's Name:HiQ/l�iSabets location: "1"{1P,�/� Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes 1C No Is the Quality System Manual, uQSM° up to date per AC -10 & AC -98? .................................. I.... Yes. -� No Has the QSM been reviewed within a twelve month period?....................................................... Yes rr- No Are materials used in Production per National Standards & Engineers Specifications?.*............. Yes No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes f No Are in -House Quality Control Inspections being conducted per National Standards? .................. Yes _k--- No Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................ Yes ri' No is there a System in place to deal with Non -Conforming Materials? ....................... I.................... Yes No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? ..............•... Yes No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No Product C)zeck CATEGORY CONFORFAIN NON -CONFORM. T REMARKS Lumber Gradef ,Q Joint Accuracy is within 118" ge4 _ _en Plate Placement ANSI / TPI 2002 Plate Size ^_ (� ICC ES Plate to Wood Tolerance is within 1W." n Label Legibility =Labels on Site •Stamp Labels Per AC -98 —1 CATEGORY YES NO REMARKS Changes in Supervisory Personnel, Production. Process Per AC -0-8 Any Test Performed or Witnessed I Per AC -99 Is There Product Tractability � �- I Per AC -98 Any "CAR" Reports From Last Audit _ -r— y� PPer AC -W Any Shut Downs or Disruptions In Production I. Per AC -98 Any Samples Taken Per AC -98 —1 Any Test / !reasuring Equipment That Requires Calibration I v� 1 Per AC -98 Does the Final Product meet UBC / iBC and National Standards? Required Signatures Fabricator G.C. Supervisor Auoltor for National Inspection Association P•.0. Box 3.126 E -:tial!: rVL-jillettezvcn.corrs (307) 6856331 Ofjue Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685.6331•Fax. Page One of nvo . M R -,-r )'STRUCTURAL REVIEWED D REJECTED 11 FL Corrections or cornments m ing0s during this rcvi�v 'oroo com,pt.iaocc and sPec;ficai(1-s,. T'i"is ch, , gcn...cr al confonna!--c %vi,li flh proiccl find gene -.-,I given in the ccontniz; resnonsible f6r cc.n4w-,aiir.i_r tities and ellm-cris;ons, scJcct;i and tCChniaL1eS Of COIT.iI'U-1` work with ,hat of all! otLer his work in a safe satislactcry BY -1 Phone (760) 341-2232 1: E P I E C E: 1\J 'T T P B, 11 S I—:-- S Fax # (760) 341-2293 FE P 1E C \ P, .]E T, F_- -Y T R U S S W O R K S 82-650 FILLMORE ST. A Company You Can TrUSS! THERMAL, CA 75-1-10 St. Charles pl. Ste -11A Palm Desert, CA. 92211 SALES REP SB DUE DATE : DSGNR/CHKR SB SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 37.00 psf W WO# '!' b6687b Date : 1/24/2006 15:49 DurFac-Lbr 1.25 DurFac-Plt 1.25 D.C. Spacing 24.0 Design Spec CBC -01 #Tr/*Cfg : 149 / 49 IJob Name: EPIC ENTIPESS Truss ID: C01 Qty: 2 Drwg: G. X -LOC REACT SIZE REQ 'D 1 0- 1-12 1065 3.50" 1.50" 2 19- e- 4 47063.50" 3.00" 3 42- 8- 4 1763 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 -2167 0.01 0.20 0.21 2-3 -2011 0.01 0.72 0.73 3-4 1243 0.08 0.75 0.83 4-5 1164 0.09 0.75 0.84 5-6 -2829 0.01 0.46 0.47 6-7 -2566 0.01 0.46 0.47 7-8 0 0.00 0.34 0.34 BC FORCE AXL BND CSI 9-10 1995 0.10 0.23 0.34 0-11 1746 0.07 0.23 0.30 1-12 -3687 0.02 0.20 0.22 2-13 -2739 0.01 0.14 0.16 3-14 1829 0.08 0.21 0.28 4-15 3329 0.25 0.14 0.39 5-16 2199 0.12 0.16 0.28 WEB FORCE CSI WEB FORCE CSI 2-10 92 0.02 5-14 1408 0.24 3-10 668 0.12 6-14 -833 0.08 3-11 -2698 0.31 6-15 -876 0.11 4-11 3086 0.53 7-15 757 0.13 4-12 -4710 0.44 7-16 -2645 0.29 4-13 2428 0.42 8-16 -219 0.02 5-13 -2967 0.33 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 1650F-1.SE WEB 2x4 HF STUD WEDGE 2x4 SPF 165OF-1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). + + + + + + + + + + + + + + + + + + + + + + Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 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. 2-PLY1 Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** 7-6-12�gr 8-5-12 6-1-11 6-1-11 6-1-11 al� �Z17--66--12 20 3 5 26-5-0 32-6-11 38-8-5 11 22-P� 1 ��2 3 4 5 6 7 8 REQUIRED F4.0030# 34-10-0 T 3-2-10 4-4 L =0-6-12 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7-11-11 42-10- 0 UPLIFT REACTIONS) : Support 1 -153 lb Support 2 -761 lb Support 3 -272 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No,Exp Category = C Bldg Length = 40.00 ft, Bdg Width = 20.00 ft Mean roof height = 16.61 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 ' 0. TC Vert 145.62 8- 0- 0 145.62 42-10- 0 0. BC Vert 33.98 0- 0- 0 33.98 42-10- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 T 12.1142-10 LSHIP 42-10-0 2-0-0 9 10 11 12 13 14 15 16 STUB 7-6-12 8-5-12 �17-5-7 7-5-7 5-5-7 7-6-12 16-0-8 11:, 29-11-2 37-4-9 42-10-0 MAX DEFLECTION (span) : L/999 IN MEM 10-11 (LIVE) L= -0.08" D= -0.10" T-- Joint = Joint Locations 1 0- 0- 0 9 0- 0- 0 2 7- 6-12 10 7- 6-12 3 11- 9-10 11 16- 0- 8 4 20- 3- 5 12 19- 8- 4 5 26- 5- 0 13 22- 5-11 6 32- 6-11 14 29-11- 2 7 38- 8- 5 15 37- 4- 9 8 42-10- 0 16 42-10- 0 � p�l�lilTrCy Q1), GARI,,q�® 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. 1/24/2006 Scale: 3/32" = V ® T R U S S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are 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 Eng. Job: EJ. Chk: SB DsgnP SB WO: b6687b TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I C laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise in TC Dead 14.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed any Charles pl. ste-11 A 75-110 St. Charle environment that will cause the moisture content of the wood to exceed 19% and/or muse connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert92211 Desert, 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 Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19014 18" Job Name: EPIC ENTIPESS Truss ID: CO2 Qty: 1 Drw : ® RG x -LOC REACT SIZE REQ'D TC 2xd SPF 165OF-1. SE Web bracing required at each location shown. This design based on chord bracing applied are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 1585 3.50" 2.27 BC 2x4l SPF 165OF-1.5E 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 ® See standard details (TX01087001-001 revl). per the following schedule: TC Dead 14.00 2 42- 8- d 1585 3.50" 2.27" WEB 2xd HF STUD 75-110 at. Charles pl. ste-11 A Plating spec : ANSI/TPI - 1995 max o.c. from, to O.C.Spacing 2-0-0 RG REQUIREMENTS shown are based ONLY and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Tmswal software', 'ANSI/IPI 1', VTCA P- Wood Truss Council Standard 'HANDLING 2x4l SPF 165OF-1. 5E 13-6 THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 9-11-11 34-10- 0 n the truss material at each bearing WEDGE 2x4 SPF 1650F -1.5E Seqn T6.4.24 - 19015 MULTIPLE LOAD CASES. UPLIFT REACTIONS) PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -258 lb TC FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -259 lb . 1-2 -3685 0.12 0.78 0.90 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 2-3 -3616 0.14 0.41 0.55 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. 3-4 -3388 0.17 0.25 0.42 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 4-5 -4948 0.60 0.00 0.60 grade. Brace @ 24" o.c. unless noted. Truss Location = End Zone 5-6 -5121 0.39 0.18 0.56 Hurricane/Ocean Line = No , Exp Category = C 6-7 -4739 0.33 0.23 0.56 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 7-8 -2806 0.12 0.27 0.39 - Mean roof height = 16.94 ft, mph = 80 8-9 -3017 0.07 0.18 0.25 CBC Special Occupancy, Dead Load = 12.6 psf 9-10 40 0.00 0.06 0.06 BC FORCE AXL BND CSI 1-12 3409 0.51 0.45 0.96 2-13 4619 0.55 0.39 0.94 3-14 4969 0.60 0.39 0.99 4-15 4290 0.51 0.35 0.87 MAX DEFLECTION (span) 5-16 2075 0.24 0.26 0.50 - L/999 IN MEM 13-14 (LIVE) L= -0.51" D= -0.67" T= - WEB FORCE CSI WEB FORCE CSI 2-12 132 0.05 7-14 682 0.24 Joint Locations 3-12 756 0.26 7-15 -1700 0.93 1 0- 0- 0 9 39- 9- 5 4-12 -1410 0.77 8-15 624 0.22 2 5- 0-11 10 42-10- 0 4-13 549 0.19 9-15 822 0.28 3 10- 0- 0 11 0- 0- 0 5-13 -336 0.12 9-16 -2543 0.69 4 14-11-10 12 9- 0- 6 6-13 168 0.03 10-16 80 0.02 5 19-11- 3 13 17-11- 7 6-14 -432 0.15' m 6 24-10-13 14 26-10- 9 5-0-11 4-11-5 4-11-10 4-11-10 4-11-10 4-11-10 4-11-10 441-5 7 29-10- 6 15 35- 9-10 5-0-11 10-M 14-11-10 19-11-3 24-10-13 29-10-6 34-10-0 39-9-5 8 34-10- 0 16 42-10- 0 9-11-11 7-11-11 1 2 3 4 5 6 7 8 9 10' 4.00 24-10-000 T 3-10-10 5-6 1 =0-6-12 11 12 13 14 99-0" 88-11-11 8-11-1 9-0-6 17-11-7 26-10-9 15 3-1 B2 T 3-10-10 I1-2-121SHIP 16 STUB 88-11-11 77-" 35-9-10 42-10-0 1/24/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 16.00 psf Durr -acs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! P y N laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 at. 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 PalmDesertCA92211 Desert, . and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Tmswal software', 'ANSI/IPI 1', VTCA P- Wood Truss Council Standard 'HANDLING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 of America Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- SUMMARY SHEET by TPI. The Truss Plate is located D'Onofrio Drive, Fax # (760) 341-2293 (FEB -91) and'HIB-91 Institute (TPI) at 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 T6.4.24 - 19015 17" B1 Job Name: EPIC ENTIPESS Truss ID: CO3 Qty: 1 Drw : RG x -IAC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 5-0-11 10-0-0 Web bracing required at each location shown. This design based on chord bracing applied 1 0- 1-12 1584 3.50" 2.27" BC 2x4 SPF 1650F -1.5E 3 4 5 6 ® See standard details (TX01087001-001 revl). per the following schedule: 2 42- 8- 4 1585 3.50" 2.27" WEB 2x4 HF STUD O.C.Spacing 2-0-0 Plating spec : ANSI/TPI - 1995 max o.c. from to RG REQUIREMENTS shown are based ONLY Phone (760) 341-2232 2x4 SPF 1650F-1. 5E 13-6 THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 9- 0-15 34-10- 0 In the truss material at each bearing WEDGE 2x4 SPF 1650F-1. 5E MULTIPLE LOAD CASES. UPLIFT REACTIONS) : PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -262 lb TC FORCE AXL BUD CSI Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -263 lb 1-2 -3684 0.12 0.78 0.90 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 2-3 -3615 0.14 0.41 0.55 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. 3-4 -3387 0.17 0.25 0.42 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 4-5 -4947 0.60 0.00 0.60 grade. Brace @ 24" o.c. unless noted. Truss Location = End Zone 5-6 -5120 0.39 0.18 0.56 Hurricane/Ocean Line = No Exp Category = C 6-7 -4739 0.33 0.23 0.56 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 7-8 -2806 0.12 0.27 0.39 Mean roof height = 17.28 ft, mph = 80 8-9 -3017 0.07 0.18 0.25 CBC Special Occupancy, Dead Load = 12.6 psf 9-10 40 0.00 0.06 0.06 BC FORCE AXL B14D CSI 1-12 3408 0.51 0.45 0.96 _ 2-13 4619 0.55 0.39 0.94 3-14 4969 0.60 0.39 0.99 4-15 4290 0.51 0.35 0.87 MAX DEFLECTION (span) 5-16 2075 0.24 0.26 0.50 L/999 IN MEM 13-14 (LIVE) L= -0.51" D= -0.67" T= -11 WEB FORCE CSI WEB FORCE CSI 2-12 132 0.05 7-14 682 0.24 3-12 756 0.26 7-15 -1700 0.93 4-12 -1410 0.77 8-15 624 0.22 4-13 549 0.19 9-15 822 0.28 5-13 -336 0.12 9-16 -2543 0.69 6-13 168 0.03 10-16 79 0.02 6-14 -432 0.15 T 4-6-10 1 =0-6-126-12 5-6 T 4-0-10 I1-2-12JSHIP B1 - 3-10 2 c Gri�,y 1411 ' O 42-10-0 2-" I= ¢ 11 12 13 14 15 16 STUB 9-0=6 88-11-11 88-11-11 8-11-11 77-0_6 0 9-0 6 17-11-7 26-10-9 35-9-10 42-10-0 o� Joint Locations 1 0- 0- 0 9 39- 9- 5 2 5- 0-11 10 42-10- 0 3 10- 0- 0 11 0- 0- 0 4 14-11-10 12 9- 0- 6 5 19-11- 3 13 17-11- 7 6 24-10-13 14 26-10- 9 7 29-10- 6 15 35- 9-10 8 34-10- 0 16 42-10- 0 ' , 201 1/24/2006 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 5-0-11 14-11-5 14-11-10 14-11-10 4-11-10 14-11-1 14-11-10 4-11-5 I 5-0-11 10-0-0 14-11-10 19-11-3 24-10-13 29-10-6 34-10-0 39-9-5 m � 11-11-119-11-11 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 1 2 3 4 5 6 7 8 9 10 4 00 24.10-0 . -4.00 T 4-0-10 I1-2-12JSHIP B1 - 3-10 2 c Gri�,y 1411 ' O 42-10-0 2-" I= ¢ 11 12 13 14 15 16 STUB 9-0=6 88-11-11 88-11-11 8-11-11 77-0_6 0 9-0 6 17-11-7 26-10-9 35-9-10 42-10-0 o� Joint Locations 1 0- 0- 0 9 39- 9- 5 2 5- 0-11 10 42-10- 0 3 10- 0- 0 11 0- 0- 0 4 14-11-10 12 9- 0- 6 5 19-11- 3 13 17-11- 7 6 24-10-13 14 26-10- 9 7 29-10- 6 15 35- 9-10 8 34-10- 0 16 42-10- 0 ' , 201 1/24/2006 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl B laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Charles pl. ste-11A 75-110 St. Charle 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.Spacing 2-0-0 Desert, 92211 Palm Desert and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUTPI INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'MB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. TheAmerican Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19016 17" Job Name: EPIC ENTIPESS a2-10-0 2-0-0 t Truss ID: C04 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Web bracing required at each location shown. This design based on chord bracing applied 1 0- 1-12 1585 3.50^ 2.27^ 2x4 SPF 210OF-1.8E 3-5 ® See standard details (TX01087001-001 revl). per the following schedule: 2 42- 8- 4 1585 3.50" 2.27" BC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 max o.c. from to RG REQUIREMENTS shown are based ONLY Chk: SB - 2x4 SPF 210OF-1. BE 8-10 THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 13-11-11 30-10- 0 n the truss material at each bearing WEB 2x4 HF STUD T R U S S W O R KS MULTIPLE LOAD CASES. UPLIFT REACTION(S) : DurFacs L=1.25 P=1.25 A Company YCan Trussl p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 WEDGE 2x4 SPF 1650F -1.5E noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -265 lb TC FORCE AXL BND CSI PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -265 lb 1-2 -3743 0.13 0.74 0.86 Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the , 2-3 -3538 0.18 0.38 0.56 Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. 3-4 -3488 0.24 0.59 0.83 Continuous lateral bracing attached to flat HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 4-5 -3340 0.22 0.57 0.78 TC as indicated. Lumber must be structural Truss Location = End Zone 5-6 -2973 0.07 0.28 0.35 grade. Brace @ 24" o.c. unless noted. Hurricane/Ocean Line = No Exp Category = C 6-7 56 0.01 0.23 0.24 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.61 ft, mph = 80 BC FORCE AXL BND CSI CSC Special Occupancy, Dead Load = 12.6 psf 8-9 3475 0.34 0.44 0.77 9-10 3081 0.24 0.33 0.56 0-11 3705 0.44 0.42 0.86 1-12 2791 0.33 0.37 0.70 2-13 2659 0.31 0.25 0.56 WEB FORCE CSI WEB FORCE CSI - MAX DEFLECTION (span) 2-9 -258 0.07 5-11 746 0.26 L/999 IN MEM 9-10 (LIVE) 3-9 343 0.12 5-12 59 0.03 L= -0.35" D= -0.47" T= - 3-10 602 0.21 6-12 256 0.09 4-10 -314 0.28 6-13 -3012 0.90 Joint Locations 4-11 -529 0.46 7-13 -128 0.02 - 1 0- 0- 0 8 0- 0- 0 2 7- 0-11 9 9- 0- 6 3 14- 0- 0 10 17-11-14 4 22- 5- 0 11 26-10- 2 5 30-10- 0 12 35- 9-10 7-0-11 6-11-55 8-5-0 8-5-0 6-11-6 5-0-11 6 37- 9- 5 13 42-10- 0 7-0-11 14-0-0 22-5-0 30-10-0 37-9-5 42-10-0 7 42-10- 0 13-11-11 11-11-11 1 2 3 4 5 6 7 4�� 16-10-0-4.00 T 5-2-10 1 5-6 J_ -IU B1 B2 T 5-2-10 I1-2-12 PHIP 82" a2-10-0 2-0-0 t ,`mac; ; IJob Name: EPIC ENTIPESS Truss ID: C05 Qty: 1 Drwg: I G X -LOC REACT SIZE REQ'D 1 0- 1-12 1646 3.50"2.36" 2 42- 8- 4 1646 3.50" 2.36" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BNO CSI 1-2 -572 0.00 0.78 0.78 1-2 -4117 0.19 0.78 0.97 2-3 -3162 0.27 0.59 0.85 3-4 -4019 0.15 0.45 0.60 4-5 -3783 0.15 0.45 0.60 5-6 -2940 0.07 0.41 0.48 6-7 -2975 0.07 0.41 0.47 BC FORCE AXL BUD CSI 8-9 7858 0.71 0.17 0.88 9-10 7831 0.71 0.07 0.79 0-11 6661 0.61 0.07 0.68 1-12 7190 0.65 0.07 0.72 2-13 8225 0.75 0.07 0.82 3-14 8567 0.78 0.05 0.83 WEB FORCE CSI WEB FORCE CSI 2-9 146 0.05 5-12 563 0.19 2-10 -1291 0.88 6-12 -1128 0.77 3-10 613 0.20 6-13 -537 0.13 3-11 1457 0.39 7-13 3465 0.49 4-11 -451 0.27 7-14 -1616 0.28 5-11 1623 0.34 SLDRL -3953 0.28 TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. BC 2x4 SPF 210OF-1.8E ® See standard details (TX01087001-001 revl). WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 2x4 SPF 1650F -1.5E 2-10, 3-11 THIS DESIGN IS THE COMPOSITE RESULT OF 11-5, 12-6 MULTIPLE LOAD CASES. 13-7 IF HANGERS ARE INDICATED ON THIS DRAWING, SLIDER 2x6 HF 1650F -1.5E THEY ARE BASED ON 1.5" HANGER NAILS FOR PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + + + + + + + + + + + Continuous lateral bracing attached to flat Designed for 200 Plf drag load applied TC as indicated. Lumber must be structural evenly along the top chord to the chord grade. Brace @ 24" o.c. unless noted. @ ea. bearing (unless noted), concurrently with dead + 0 6 live loads. D.F. = 1.33 Horiz. reaction = 8.6 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + T 5-10-10 3 6-12 =0-6-12 8-0-11 77-11-55 66-5-0 6-5-0 8-0-11 16-" 22-5-0 28-10-0 15-11-11 1 2 3 4 4.00 12-10-0 77-1� 66-0� 36-9.5 42-10-0 13-11-11 5 6 7 I -4.00 19-4 lniva-to .3-1u tvwa--,o aro yy..qq B1 '62 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 15-11-11 28-10- 0 UPLIFT REACTIONS) : Support 1 -268 lb Support 2 -269 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.94 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf T 5-10-10 II-2-121S SHIP Joint Locations 1 0- 0- 0 8 0- 0- 0 2 8- 0-11 9 7- 6- 9 3 16- 0- 0 10 14-11-12 4 22- 5- 0 11 22- 5- 0 5 28-10- 0 12 29-10- 4 6 36- 9- 5 13 37- 3- 7 7 42-10- 0 14 42-10- 0 8 9 10 11 12 13 14 STUB 7-67 6 9 7-5-4 7-5-4 77-5-4 77-5-4 5-65-6 7-6-9 14-11-12 22-5-0 29-10.4 37-3-7 42-10-0 STAjT TE OF 0�� 1/24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl s laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Palm Desert, CA. 92211 ANSI/TPI 1', VTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec 6BC-01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (I0B-91) and 1UB-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 T6.4.24 - 19018 68" Wob Name: EPIC ENTIPESS Truss ID: C06 . Qtv: 1 Drwci: I GX-LOC REACT SIZE REQ'D 1 . 0- 1-12 336 3.50" 1.50" 2 9- 7-12 1839 3.50" 2.26" 3 44- 8- 4 1267 3.50" 1.82" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 430 0.03 0.80 0.83 2-3 -1000 0.01 0.80 0.81 3-4 -1639 0.04 0.41 0.44 4-5 -1639 0.04 0.24 0.28 5-6 -2173 0.09 0.47 0.56 6-7 -2827 0.07 0.56 0.63 BC FORCE AXL BND CSI 8-9 -678 0.08 0.31 0.38 9-10 -715 0.06 0.26 0.32 .0-11 -991 0.00 0.21 0.21 .1-12 1188 0.13 0.25 0.37 .2-13 1817 0.21 0.31 0.52 .3-14 2585 0.29 0.31 0.60 .4-15 2608 0.39 0.33 0.71 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 3-12, 12-5 WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Drainage must be provided to avoid ponding. + + + + + + + + + + + +.+I+ + + + + + + + + Designed for 1.0 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.33 Horiz. reaction = 1.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Install interior support(s) before erection Continuous lateral bracing attached to flat TC as indicated. Lumber'must be structural grade. Brace @ 24" o.c. unless noted. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 17-11-11 26-10- 0 UPLIFT REACTION(S) : Support 1 -61 lb Support 2 -270 lb Support 3 -216 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.28 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 4" WEB FORCE CSI WEB FORCE CSI 2-9 206 0.07 4-12 -284 0.21 2-10 -1879 0.52 5-12 -290 0.20 2-11 1712 0.59 5-13 503 0.17 3-11 -789 0-.73 6-13 -689 0.69 3-12 800 0.12 6-14 132 0.05 9-0-11� 8-11-5 9-0-11 18-0-0 17-11-11 1 2 3 9' 8-11-5 9-0-11 v p v f2 35-9-5 444 17-11-11 4 5 6 7 4.00 8-1-0 -4.00 44-10-0 8 9 10 11 12 13 14 15 7-6-9 7-5.4 7-5.4 7-5-4 7-6-9 7-6-9-22-5-0 29-10-4 37-3-7 44-10-0 T 6-6-10 SHIP =0-6-12 1 �.� foo rA_TE 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. Joint Locations 1 0- 0- 0 9 7- 6- 9 2 9- 0-11 10 9- 7-12 3 18- 0- 0 11 14-11-12 4 22- 5- 0 12 22- 5- 0 5 26-10- 0 13 29-10- 4 6 35- 9- 5 14 37- 3- 7 7 44-10- 0 15 44-10- 0 8 0- 0- 0 I � V /24/2006 Scale: 3/32" = 1' WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 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 K S A Company 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 s 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 Tmswal software', ANSI/TPI 1','WTCA F- 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 CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19019 Job Name: EPIC ENTIPESS Truss ID: C07 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 334 3.50"1.50 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 9- 7-12 1841 3.50"2.26" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to 3 44- 8- 4 1266 3.50" 1.81" 2x4 SPF 165OF-1.SE 3-12, 12-5 IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 17- 0-15 26-10- 0 RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650E-1. SE THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTIONS) n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -64 lb Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -277 lb TC FORCE AXL HND CSI Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -219 lb 1-2 428 0.03 0.80 0.83 Drainage must be provided to avoid ponding. Install interior support(s) before erection. This truss is designed using the 2-3 -997 0.01 0.80 0.81 Continuous lateral bracing attached to flat CBC -01 Code. 3-4 -1637 0.04 0.41 0.45 TC as indicated. Lumber must be structural Bldg Enclosed = Yes, Importance Factor = 1.00 4-5 -1637 0.04 0.25 0.29 grade. Brace @ 24" o.c. unless noted. Truss Location = End Zone, 5-6 -2172 0.09 0.48 0.57 Hurricane/Ocean Line = No Exp Category = C 6-7 -2828 0.07 0.56 0.62 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.61 ft, mph = 80 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = 12.6 psf 8-9 -35`/ 0.00 0.33 0.33 9-10 -419 0.02 0.25 0.27 0-11 -761 0.00 0.20 0.21 1-12 1108 0.13 0.25 0.37 2-13 1816 0.21 0.31 0.52 3-14 2587 0.29 0.31 0.60 MAX DEFLECTION (span) 4-15 2609 0.39 0.33 0.72 L/999 IN MEM 13-14 (LIVE) WEB FORCE CSI WEB FORCE CSI 2-9 194 0.07 4-12 -283 0.21 2-10 -1885 0.52 5-12 -291 0.20 2-11 1733 0.60 5-13 502 0.17 3-11 -791 0.73 6-13 -691 0.69 3-12 799 0.12 6-14 131 0.05 T 7-2-10 4-0 =0-6-12 m m 9-0-11� 8-115 v, m 8-11-5 9-011 9-0-11 18-" �' 35-9-5 44-10-0 19-11-11 19-11-11 1 2 3 4 5 6 7 F4.00 8-10-0-4.00 Joint Locations 1 0- 0- 0 9 7- 6- 9 2 9- 0-11 10 9- 7-12 3 18- 0- 0 11 14-11-12 4 22- 5- 0 12 22- 5- 0 5 26-10- 0 13 29-10- 4 6 35- 9- 5 14 37- 3- 7 7 44-10- 0 15 44-10- 0 8 0- 0- 0 44-10-0 ;vJ��p�gr�' �® 8 9 10 11 12 13 14 15 / 7-6-9 7-5.4 7-5-4 7-5.4 7-6-9 �--T 7-6-9'P�j � 22-5-0 29-10-4 37-3-7 4440-0 1/2412006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 ' T R U S S W O R KS are to be verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19020 4" Job Name: EPIC ENTIPESS Truss ID: C08 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. 5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 375 3.50" 1.50" BC 2x4 SPF 1650F-1.SE ® See standard details (TX01087001-001 revl). Support 1 -48 lb 2 9- 7-12 1557 3.50" 1.86" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -303 lb 3 40- 8- 4 1146 3.50" 1.64" 2x4 SPF 165OF-1.5E 10-3, 11-4 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -207 lb RG REQUIREMENTS shown are based ONLY 11-5, 5-12 MULTIPLE LOAD CASES. This truss is designed using the , n the truss material at each bearing 6-13 IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. WEDGE 2x4 SPF 165OF-1.SE THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -416 0.00 0.52 0.52 Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 255 0.00 0.52 0.53 Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1182 0.01 0.42 0.43 Drainage must be provided to avoid ponding. Install interior support(s) before erection. Mean roof height = 18.94 ft, mph = 80 4-5 -1019 0.01 0.14 0.15 End verticals designed for axial loads only. CSC Special Occupancy, Dead Load = 12.6 psf 5-6 -1520 0.02 0.46 0.48 Extensions above or below the truss profile 6-7 -1560 0.02 0.46 0.47 (if any) require additional consideration 7-8 49 0.01 0.31 0.32 (by others) for horiz. loads on the bldg. BC FORCE AXL BND CSI 9-10 349 0.01 0.33 0.33 0-11 909 0.10 0.33 0.44 1-12 1184 0.14 0.40 0.55 ' 2-13 1570 0.19 0.40 0.59 3-14 1255 0.15 0.24 0.39 MAX DEFLECTION (span) L/999 IN HEM 12-13 (LIVE) WEB FORCE CSI WEB FORCE CSI L= -0.12" D= -0.15" T= - 2-10 -485 0.15 6-12 -358 0.28 3-10 -1501 0.95 6-13 -208 0.15 Joint Locations 3-11 358 0.12 7-13 349 0.12 1 0- 0- 0 8 40-10- 0 4-11 178 0.03 7-14 -1654 0.65 2 7- 4-14 9 0- 0- 0 5-11 5-12 -274 0.10 500 0.07 8-14 98 0.03 7-4-1 4 7-3-9 m 7-3-9 m 7-3-9 7-3-9 m 3 14- 8- 7 10 9- 7-12 7-4-14 14-8-7 22-0-0 30-1-9 37-5-2 sF r 4 22- 0- 0 5 22-10- 0 11 17-11- 7 12 26-10- 9 6 30- 1- 9 13 35- 9-10 21-11-11 17-11-11 7 37- 5- 2 14 40-10- 0 1 2 3 4 5 6 7 81 4.0 - 0-W -400 6-6 t _. 7-10-10 4-4 =0-0-12 40-10-0-0 v 9 10 11 12 13 14 %TU ®'"a /4VtO 9-7-12 8-38-311 88-1� 8-11-1 5-0-6 v �r \\ a 9-7-12 17-11-7 26-10-9 35-9-10 40-10-0 f. �� WIE(firG 1/4/2006 - 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" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I D laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Palm Desert, CA. 92211 'ANSVI•PI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (11113-91) and'FHB-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 T6.4.24 - 19021 27" %- 19 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Job Name: EPIC ENTIPESS Truss ID: C09 Qty: 4 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650E-1. SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 386 3.50 1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -52 lb 2 9- 7-12 1539 3.50" 1.83" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -299 lb 3 40- 8- 4 1150 3.50" 1.65" Design Spec CBC -01 2x4 SPF 165OF-1.5E 9-3, 10-4 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -210 lb ` RG REQUIREMENTS shown are based ONLY Fax # (760) 341-2293 4-11, 5-12 MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing WEDGE 2x4 SPF 1650F-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. ' PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL SND CSI Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -436 0.00 0.53 0.53 Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 227 0.00 0.53 0.53 Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1202 0.01 0.49 0.50 End verticals designed for axial loads only. Mean roof height = 19.02 ft, mph = 80 4-5 -1532 0.02 0.50 0.52 Extensions above or below the truss profile CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -1571 0.02 0.50 0.52 (if any) require additional consideration 6-7 49 0.01 0.31 0:32 (by others) for horiz. loads on the bldg. BC FORCE AXL BND CSI 8-9 367 0.01. 0.33 0.34 9-10 963 0.11 0.33 0.44 0-11 1112 0.13 0.40 0.54 1-12 1577 0.19 0.40 0.59 2-13 1284 0.15 0.24 0.39 WEB FORCE CSI WEB FORCE CSI 2-9 -478 0.14 5-11 -382 0.29 3-9 -1502 0.97 5-12 -199 0.15 3-10 318 0.11 6-12 336 0.12 4-10 -108 0.04 6-13 -1676 0.70 4-11 546 0.09 7-13 97 0.03 r 7-6� 77-5-4 77-5-4 77-5-4 7-6-9 14-11-12 22-5-0 29-10-4 1 2 3 4 4� 4-4 7-5 � 'r . 37-3-7 5 6 7 4.00 MAX DEFLECTION (span) L/999 IN MEM 11-12 (LIVE) L= -0.12" D= -0.15" T= - .27" Joint Locations 1 0- 0- 0 8 0- 0- 0 2 7- 6- 9 9 9- 7-12 3 14-11-12 10 17-11- 7 4 22- 5- 0 11 26-10- 9 5 29-10- 4 12 35- 9-10 6 37- 3- 7 13 40-10- 0 7 40-10- 0 0 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: 118" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 DsgnC SB are to be verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by.the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUIPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1',1VVTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and IUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19022 0 Job Name: EPIC ENTIPESS Truss ID: C10 Qty: 6 Drw : RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 286 3.50" 1.50^ BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -88 lb 2 9- 7-12 1909 3.50" 2.36" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support .2 -336 lb 3 44- 8- 4 1252 3.50" 1.79" Design Spec CBC -01 2x4 SPF 165OF-1'.SE 9-3, 10-4 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -211 lb RG REQUIREMENTS shown are based ONLY Fax # (760) 341-2293 4-11, 5-12 MULTIPLE LOAD CASES. This truss is designed using the In the truss material at each bearing WEDGE 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. ' PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BUD CSI Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 491 0.04 0.58 0.62 Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 710 0.07 0.58 0.65 Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1192 0.01 0.49 0.50 Mean roof height = 19.02 ft, mph = 80 4-5 -1820 0.03 0.50 0.53 CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -2641 0.05 0.50 0.55 ' 6-7 -2834 0.07 0.55 0.62 BC FORCE AXL HND CSI 8-9 -422 0.00 0.36 0.37 9-10 840 0.09 0.36 0.46 - 0-11 1218 0.14 0.43 0.57 t 1-12 2012 0.24 0.43 0.67 2-13 2621 0.39 0.37 0.76 WEB FORCE CSI WEB FORCE CSI 2-9 -498 0.15 4-11 864 0.14 3-9 -1980 0.72 5-11 -697 0.54 3-10 492 0.17 5-12 584 0.09 4-10 -336 0.13 6-12 -359 0.09 T 8-0-7 =0-6-12 4-4 7-67-6 9 7-5= 7-5-4 75-4 7-5-4 7-6-9 7-6-9 14-11-12 22-5-0 29-10-4 37-3-7 44-10-0 22-5-0 22-5-0 1 2 3 4 5 6 7 400 -400 3.6 as -10-0 8 9 10 11 12 13 9-7-12 8-3-11 8-11-1 8-11-1 9-0-6 9-7-12 17-11-7 26-10-9 35-9-10 44-10-0 -T 8-0-7 =0-6-12 TSHIP MAX DEFLECTION (span) L/999 IN MEM 11-12 (LIVE) L= -0.23" D= -0.30" T= -1.521, Joint Locations 1 0- 0- 0 8 0- 0- 0 2 7- 6- 9 9 9- 7-12 3 14-11-12 10 17-11- 7 4 22- 5- 0 11 26-10- 9 5 29-10- 4 12 35- 9-10 6 37- 3- 7 13 44-10- 0 7 44-10- 0 v 0 GARG��O oN 0 y^.i�� 1� aSr - `SATE vvv"f'/Z4/Z006 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: 3132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l p y m laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. Ste -11 A' environment that will cause the moisture content of the wood to exceed 19"/ and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSVrPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 1 BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19023 Job Name: EPIC ENTIPESS Truss ID: C11 Qty: 1 Drw : RG X -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) Ds nr: SB 1 0- 1-12 334 3.50^ 1.50^ BC 2x4 SPF 165OF-1.5E ® See standard details (TX01087001-001 revl). Support 1 -67 lb 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 2 9- 7-12 1763 3.50" 2.15" WEB 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 Support 2 -320 lb Desert, PalmDesertCA. 92211 3 43- 7- 4 1233 3.50" 1.77" of Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- TUB SUMMARY SHEET 2x4 SPF 1650F -1.5E 9-3, 10-4 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -212 lb TOTAL 37.00 psf RG REQUIREMENTS shown are based ONLY 4-11, 5-12 MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing WEDGE 2x4 SPF 165OF-1. SE IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BUD CSI Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -292 0.01 0.55 0.57 Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 479 0.03 0.55 0.59 Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1241 0.01 0.49 0.50 Mean roof height = 19.02 ft, mph = 80 4-5 -1768 0.03 0.46 0.49 CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -2430 0.04 0.46 0.51 6-7 72 0.01 0.41 0.42 BC FORCE AXL BUD CSI 8-9 231 0.00 0.34 0.34 9-10 930 0.11 0.34 0.45 0-11 1219 0.14 0.40 0.55 1-12 1923 0.23 0.40 0.63 2-13 2333 0.27 0.25 0.52 MAX DEFLECTION (span) WEB FORCE CSI WEB FORCE CSI L/999 IN HEM 11-12 (LIVE) 2-9 -488 0.15 5-11 -617 0.47 L= -0.16" D= -0.21" T= -(.31 3-9 -1796 0.93 5-12 431 0.06 3-10 422 0.15 6-12 -189 0.05 Joint Locations 4-10 -245 0.09 6-13 -2549 0.87 1 0- 0 8 0- 0- 0 4-11 768 0.12 7-13 -158 0.03 6- 2 7- 6- 9 9 9- 7-12 3 14-11-12 10 17-11- 7 7-6-9 7-5-4 77-5-4 7-5-4 7-5-4 6-5-9 4 22- 5- 0 11 26-10- 9 5 29-10- 4 12 35- 9-10 7-6-9 14-11-12 22-5-0 29-10-4 37-3-7 43-9-0 6 37- 3- 7 13 43- 9- 0. 7 43- 9-.0 22.5-0 21-4-0 1 2 3 4 5 6 7 400 -4.00 n 8-0-7 4-4 =0-6-12 3-6 T 8-0-7 SHIP IO -11-1 43-9-0 .. 1-1-0 9 10 11 12 13 STUB 9-7-12 8-3-11 8-11-1 8-11-1 7-11-0 9-7-12 17-11-7 26-10-9 35-9-10 43-9-0 /yO u„ �v0 �F 1 /24/006 Scale: 3132" = V WO: b6687b DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.24 - 19024 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 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. 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 Ds nr: SB TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading 'unposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 195/6 and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf Desert, PalmDesertCA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPl 1% WTCA I'- Wood Truss Council America Standard 'HANDLING BC Dead. 7.00 Phone (760) 341-2232 of Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- TUB SUMMARY SHEET psf Fax # (760) 341-2293 (HIB -91) and -91 by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf �F 1 /24/006 Scale: 3132" = V WO: b6687b DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.24 - 19024 BC FORCE AXL BND CSI B-9 410 0.02 0.32 0.34 9-10 938 0.11 0.34 0.44 0-11 1022 0.12 0.40 0.52 1-12 1328 0.16 0.40 0.56 2-13 691 0.08 0.26 0.34 WEB FORCE CSI WEB FORCE CSI 2-9 -475 0.14 5-11 -229 0.18 3-9 -1361 0.92 5-12 -555 0.43 3-10 267 0.09 6-12 536 0.19 4-10 69 0.02 6-13 -1324 0.36 4-11 424 0.06 7-13 88 0.02 8-0-7 4-4 =0-6-12 7-6-9 7-5-4 7-5-4 7-5-4 7-2-12 7-6-9 14-11-12. 22-5-0 29-104 37-1-0 22-5-0 I 16-7-0 1 2 3 4 5 6 7 4� 400 4-4 MAX DEFLECTION (span) : L/999 IN MEM 11-12 (LIVE) L= -0.10" D= -0.13" T= -C.23" Joint Locations 1 0- 0- 0 8 0- 0- 0 2 7- 6- 9 9 9- 7-12 3 14-11-12 10 17-11- 7 '4 22- 5- 0 11 26-10- 9 5 29-10- 4 12 35- 9-10 6 37- 1- 0 13 39- 0- 0 7 39- 0- 0 9-7-12 88-3 8-11-1 -� 8-11-1 9-7-12 17-11-7 26-10-9 35-9-10 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: 118" = V Joby Name: EPIC ENTIPESS Truss ID: C12 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. 5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 403 3.50^ 1.50^ BC 2x4 SPF 165OF-1.5E ® See standard details (TX01087001-001 revl). Support 1 -60 lb 2 9- 7-12' 1434 3.50^1.68" WEB 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 Support 2 -290 lb 3 38-10- 4 1091 3.50" 1.56^ 2x4 SPF 1650F -1.5E 9-3, 10-4 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -207 lb RG REQUIREMENTS shown are based ONLY 4-11, 5-12 MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing WEDGE 2x4 SPF 1650F-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 Tc FORCE AXL BUD CSI Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -482 0.00 0.52 0.52 Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 -217 0.00 0.52 0.52 Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1141 0.01 0.49 0.50 End verticals designed for axial loads only. Mean roof height = 19.02 ft, mph = 80 4-5 -1354 0.01 0.49 0.50 Extensions above or below the truss profile CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -1028 0.01 0.49 0.49 (if any) require additional consideration 6-7 49 0.01 0.30 0.31 (by others) for horiz. loads on the bldg. BC FORCE AXL BND CSI B-9 410 0.02 0.32 0.34 9-10 938 0.11 0.34 0.44 0-11 1022 0.12 0.40 0.52 1-12 1328 0.16 0.40 0.56 2-13 691 0.08 0.26 0.34 WEB FORCE CSI WEB FORCE CSI 2-9 -475 0.14 5-11 -229 0.18 3-9 -1361 0.92 5-12 -555 0.43 3-10 267 0.09 6-12 536 0.19 4-10 69 0.02 6-13 -1324 0.36 4-11 424 0.06 7-13 88 0.02 8-0-7 4-4 =0-6-12 7-6-9 7-5-4 7-5-4 7-5-4 7-2-12 7-6-9 14-11-12. 22-5-0 29-104 37-1-0 22-5-0 I 16-7-0 1 2 3 4 5 6 7 4� 400 4-4 MAX DEFLECTION (span) : L/999 IN MEM 11-12 (LIVE) L= -0.10" D= -0.13" T= -C.23" Joint Locations 1 0- 0- 0 8 0- 0- 0 2 7- 6- 9 9 9- 7-12 3 14-11-12 10 17-11- 7 '4 22- 5- 0 11 26-10- 9 5 29-10- 4 12 35- 9-10 6 37- 1- 0 13 39- 0- 0 7 39- 0- 0 9-7-12 88-3 8-11-1 -� 8-11-1 9-7-12 17-11-7 26-10-9 35-9-10 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: 118" = V all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b' ®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 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 Company You Can Truss! 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 D laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any _ 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSUfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and `MB -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 CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24: 19025 Job Name: EPIC ENTIPESS Truss ID: C13 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. 5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 398 3.50 1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -57 lb 2 9- 7-12 1468 3.50" 1.73" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -293 lb 3 39- 5-151112 3.50" 1.59" 2x4 SPF 165OF-1.SE 9-3, 10-4 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -208 lb RG REQUIREMENTS shown are based ONLY 4-11, 5-12 MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing WEDGE 2x4 SPF 165OF-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -469 0.00 0.52 0.52 Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 -205 0.00 0.52 0.52 Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, BldgWidth = 20.00 ft 3-4 -1165 0.01 0.49 0.50 End verticals designed for axial loads only. Mean roof height = 19.02 ft, mph = 80 4-5 -1419 0.02 0.50 0.52 Extensions above or below the truss profile CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -1217 0.01 0.50 0.51 (if any) require additional consideration 6-7 48 0.01 0.32 0.32 (by others) for horiz. loads on the bldg. BC FORCE AXL HND CSI 8-9 398 0.02 0.32 0.34 9-10 950 0.11 0.34 0.44 0-11 1055 0.13 0.40 0.53 1-12 1418 0.17 0.40 0.57 2-13 868 0.10 0.25 0.36 WEB FORCE CSI WEB FORCE CSI 2-9 -476 0.14 5-11 -283 0.22 3-9 -1407 0.96 5-12 -438 0.34 3-10 284 0.10 6-12 476 0.16 4-10 -64 0.02 6-13 -1414 0.42 4-11 468 0.07 7-13 95 0.03 7-6-9 7-5-4 7-5-4 7-5-4 7-S-4 I 7-6-9 14-11-12 22-5-0 29-10.4 37-3-7 22-5-0 17-2-11 1 2 3 4 5 6 7 400 -4.00 4-4 MAX DEFLECTION (span) L/999 IN MEM 11-12 (LIVE) L= -0.10" D= -0.14" T= -1.2411 Joint Locations 1 0- 0- 0 8 0- 0- 0 2 7- 6- 9 9 9- 7-12 3 14-11-12 10 17-11- 7 4 22- 5- 0 11 26-10- 9 5 29-10- 4 12 35- 9-10 6 37- 3- 7 13 39- 7-11 7 39- 7-11 1 /24/2006 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 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 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 Company 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 u laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSVTPl P,'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 SC Dead 7.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19026 Job Name: EPIC ENTIPESS Truss ID: C14 Qtv: 1 Drwa: MG X -LOC REACT SIZE REQ'D 1 0- 1-12 382 3.50"1.50" 2 9- 7-12 1521 3.50"1.80" 3 40- 1- 4 1128 3.50" 1.62" IRG REQUIREMENTS shown are based ONLY m the truss material at each bearing TC FORCE AXL BND CSI 1-2 -434 0.00 0.52 0.52 2-3 223 0.00 0.52 0.52 3-4 -1166 0.01 0.42 0.43 4-5 -1005 0.01 0.14 0.15 5-6 -1465 0.02 0.45 0.47 6-7 -1388 0.01 0.45 0.47 7-8 47 0.01 0.31 0.32 BC FORCE AXL BUD CSI 9-10 367 0.01 0.32 0.33 0-11 906 0.10 0.33 0.44 1-12 1152 0.14 0.40 0.54 2-13 1491 0.18 0.40 0.58 3-14 1048 0.12 0.25 0.37 WEB FORCE CSI NEB FORCE CSI 2-10 -483 0.15 6-12 -308 0.24 3-10 -1453 0.92 6-13 -323 0.23 3-11 340 0.12 7-13 418 0.14 4-11 175 0.03 7-14 -1516 0.50 5-11 -244 0.09 8-14 98 0.03 5-12 464 0.07 TC 2x4 SPF 165OF-1.SE Web bracing required at each location shoran BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl) WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 2x4 SPF 1650F -1.5E 10-3, 11-4 THIS DESIGN IS THE COMPOSITE RESULT OF 11-5, 5-12 MULTIPLE LOAD CASES. 6-13 IF HANGERS ARE INDICATED ON THIS DRAWING, WEDGE 2x4 SPF 165OF-1.5E THEY ARE BASED ON 1.5" HANGER NAILS FOR PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Install interior support(s) before erection 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. UPLIFT REACTIONS) : Support 1 -51 lb Support 2 -300 lb Support 3 -207 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.94 ft, mph = 80 CHC Special Occupancy, Dead Load = 12.6 psf 7-47 414 7-3-9 7-3 97 3� 7-3-9 NtT'p7-4-14 14-8-7 22-" 30-1-9 37-5-2 21-11-11 17-4-11 1 2 3 4 5 6 7 8 4.0 °-W -400 6-6 10 11 9-79-712 8-38-311 9-7-12 17-11-7 12 13 14 STUB 88-1� 88-1� 44-5-6 26-10-9 35-9-10 40-3-0 MAX DEFLECTION (span) L/999 IN HEM 12-13 (LIVE) L= -0.11" D= -0.14" T= 42511 Joint Locations 1 0- 0- 0 8 40- 3- 0 2 7- 4-14 9 0- 0- 0 3 14- 8- 7 10 9- 7-12 4 22- 0- 0 11 17-11- 7 5 22-10- 0 12 26-10- 9 6 30- 1- 9 13 35- 9-10 7 37- 5- 2 14 40- 3- 0 cc � i }• b . ...... 4/2006 . 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 S O are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S W R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reducebuckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acin 2- 0- 0 P 9 Desert, PalmDesertCA. 92211 and brace this truss in accordance with the following standards: end Cutting Detail Reports available as output from Truswal software', 'ANSI/PPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'II18-91 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 T6.4.24 - 19027 Job Name: EPIC ENTIPESS Truss ID: C15 Qty: 1 Drwg: G X -LOC REACT SIZE REQ'D 1 0- 1-12 433 3.50" 1.50" 2 9- 7-12 1483 3.50" 1.75" 3 40- 8-12 1165 3.50" 1.67" .G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND, CSI 1-2 -538 0.00 0.76 0.76 2-3 -1108 0.01 0.76 0.77 3-4 -1491 0.03 0.38 0.42 4-5 -1491 0.03 0.30 0.33 5-6 -1704 0.06 0.48 0.54 6-7 -1360 0.01 0.48 0.50 BC FORCE AXL BND CSI 8-9 832 0.12 0.24 0.35 9-10 755 0.11 0.22 0.32 0-11 -769 0.00 0.20 0.21 1-12 1189 0.13 0.26 0.39 2-13 1498 0.18 0.28 0.46 3-14 1627 0.18 0.28 0.46 4-15 1000 0.14 0.06 0.20 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.SE WEB 2x4 HE STUD 2x4 SPF 165OF-1.5E 3-12, 12-5 WEDGE 2x4 SPF 165OF-1.SE PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Install interior support(s) before erection Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. + + + + + + + + + + + + + + + + + + + + + + Designed for 1.0 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 9 live loads. D.F. = 1.33 Horiz. reaction = 1.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 17- 0-15 26-10- 0 UPLIFT REACTION(S) : Support 1 -88 lb Support 2 -248 lb Support 3 -218 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.61 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 8" WEB FORCE CSI WEB FORCE CSI 2-9 181 0.06 5-12 181 0.12 2-10 -1506 0.42 5-13 236 0.08 2-11 1283 0.44 6-13 188 0.15 3-11 -560 0.52 6-14 -618 0.19 3-12 548 0.08 7-14 1413 0.49 4-12 -279 0.21 7-15 -1152 0.22 9-09-0� 8-11-5 4-5-0 4-5-0 8-1� 5-1-3 9-0-11 18-" 22-5-0 26-10-0 35-9-5 40-10-8 19-11-11 1 F-16-0-3 1 2 3 4 5 6 7� F-4.00 8-10-0 - -4.00 Joint Locations 1 0- 0- 0 9 7- 6- 9 2 9 0-11 10 9- 7-12 3 18- 0- 0 11 14-11-12 4 22- 5- 0 12 22- 5- 0 5 26-10- 0 13 29-10- 4 6 35- 9- 5 14 37- 3- 7 7 40-10- 8 15 40-10- 8 8 0- 0- 0 1/24/2006 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: 118" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB T R U S S W O R KS A Company You Can Trussl p y and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Dsgnr: SB TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.4.24 - 19028 Job Name: EPIC ENTIPESS Truss ID: C16 Qtv: 1 Drwci: G X -LOC REACT SIZE REQ 'D 1 0- 1-12 427 3.50" 1.50" 2 9- 7-12 1521 3.50" 1.81" 3 41- 4- 2 1184 3.50" 1.70" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BUD CSI 1-2 -520 0.00 0.76 0.76 2-3 -1113 0.01 0.76 0.77 3-4 -1529 0.03 0.38 0.42 4-5 -1529 0.03 0.29 0.32 5-6 -1791 0.06 0.47 0.53 6-7 -1590 0.02 0.50 0.52 BC FORCE AXL BUD CSI 8-9 812 0.11 0.25 0.36 9-10 732 0.10 0.22 0.32 0-11 -780 0.00 0.20 0.20 1-12 1202 0.13 0.26 0.39 2-13 1558 0.19 0.28 0.47 3-14 1725 0.20 0.28 0.48 4-15 '1000 0.14 0.06 0.20 WEB FORCE CSI WEB FORCE CSI 2-9 185 0.06 5-12 -189 0.13 2-10 -1543 0.43 5-13 280 0.10 2-11 1318 0.46 6-13 -201 0.20 3-11 -585 0.54 6-14 -530 0.16 3-12 584 0.09 7-14 1575 0.55 4-12 -281 0.21 7-15 -1164 0.22 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 3-12, 12-5 WEDGE 2x4 SPF 165OF-1.5E PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. T 6-6-10 4-4 -6-12 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Install interior support(s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. + + + + + + + + + + + + + + + + + + + + + + Designed for 1.0 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 9 live loads. D.F. = 1.33 Horiz. reaction = 1.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 17-11-11 26-10- 0 UPLIFT REACTIONS) : Support 1 -85 lb Support 2 -246 lb Support 3 -216 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.28 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 IN MEM 13-14 (LIVE) L= -0.09" D= -0.12" T= T 6.6-10 1-4 z1-6-2 TSHIP 1- 41-5-14 3-4-2 cr_ 8 9 10 11 12 13 14 15 TUB 7.6- 9 mI ^.! m .. 7-5-4 7 5= 7 5� 7 6-9rl ch} 22-5-0 29-10-4 37-3-7 \ J OVER 3 SUPPORTS /2006 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, r 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-9I SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 'Segn T6.4.24 - 19029 20 Joint Locations 1 0- 0- 0 9 7- 6- 9 2 9- 0-11 10 9- 7-12 3 18- 0- 0 11 14-11-12 m 4 22- 5- 0 12 22- 5- 0 9-0-11 8-11-5`P S' 8-11-5 5-8-9 5 26-10- 0 13 29-10- 4 c l� )9 9-09-011 18-0-0 35- 9� 41 7 41- 5-14 15 41- 5-14 17-11-11 14-7-9 8 0- 0- 0 2 3 4 5 6 7 8-10-0 4� 00 x.00 T 6.6-10 1-4 z1-6-2 TSHIP 1- 41-5-14 3-4-2 cr_ 8 9 10 11 12 13 14 15 TUB 7.6- 9 mI ^.! m .. 7-5-4 7 5= 7 5� 7 6-9rl ch} 22-5-0 29-10-4 37-3-7 \ J OVER 3 SUPPORTS /2006 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, r 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-9I SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 'Segn T6.4.24 - 19029 20 IJob Name: EPIC ENTIPESS Truss ID: C17 Qtv: 1 Drwa: I IRG X -LOC REACT SIZE REQ!D 1 0- 1-12 1815 3.50" 2.60" 2 9- 7-12 2328 3.50" 2.96" 3 41- 7-12 1701 3.50" 2.44" IRG REQUIREMENTS shown are based ONLY in the truss material at each bearing TC FORCE AXL BUD CSI 1-2 -707 0.00 0.50 0.50 1-2 4842 0.44 0.49 0.93 2-3 4667 0.42 0.39 0.81 3-4 -2894 0.22 0.00 0.22 4-5 -2981 0.01 0.40 0.41 5-6 -2453 0.03 0.40 0.43 6-7 -2394 0.02 0.24 0.26 7-8 -2299 0.02 0.24 0.26 8-9 306 0.01 0.19 0.20 BC FORCE AXL BND CSI 0-11 -3582 0.43 0.36 0.79 1-12 -4754 0.66 0.21 0.87 2-13 4454 0.63 0.15 0.78 3-14 6556 0.60 0.12 0.72 4-15 7693 0.70 0.06 0.76 WEB FORCE CSI WEB FORCE CSI 2-11 -1221 0.55 7-13 -1256 0.89 3-11 -2476 0.74 7-14 -794 0.37 3-12 2710 0.96 8-14 1490 0.48 4-12 821 0.51 8-15 -2666 0.72 5-12 -1717 0.77 9-15 -118 0.03 5-13 1468 0.86 SLDRL 5076 0.46 6-13 645 0.26 TC 2x4 SPF 165OF-1. SE Web bracing required at each location shown 2x4 SPF 210OF-1.813 1-4 ® See standard details (TX01087001-001 revl) BC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 2x4 SPF 210OF-1.8E 13-15 THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. 2x4 SPF 165OF-1.5E 3-12, 13-7 IF HANGERS ARE INDICATED ON THIS DRAWING, SLIDER 2x6 HF 165OF-1.5E THEY ARE BASED ON 1.5" HANGER NAILS FOR Lumber shear allowables are per NDS. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Loaded for 10 PSF non -concurrent BCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Install interior support(s) before erection. Mark all interior bearing locations. Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. TC as indicated. Lumber must be structural End verticals designed for axial loads only grade. Brace @ 24" o.c. unless noted. Extensions above or below the truss profile This truss is designed using the (if any) require additional consideration CBC -01 Code. (by others) for horiz. loads on the bldg. 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 = 18.11 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf T 6-2-10 3 5-12 MO -6-1 5-8-14 5-7-9 5-7-9 5-5-0 5-5-0 5-7-9 5-7-9 TTv 5-8-14 11-4-7 17-" 22-5-0 27-10-0 33-5-9 39-1-2 16-11-11 13-11-3 1 2 3 4 5 6 7 8 9 400 10-10-0 -4� 2-4 + + + + + + + + + + + + + + + + + + + + + + Designed for 200 Plf drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 9 live loads. D.F. = 1.33 Horiz. reaction = 8.4 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + This design based on chord bracing applied per the following schedule: , max o. c. from to TC 24.00" 16-11-11 27-10- 0 UPLIFT REACTIONS) : Support 1 -1707 lb Support 2 -340 lb Support 3 -431 lb T 6-2-10 D-6-15 ISHIP 41-9-8 3-0-8 10 11 12 13 14 15 STUB 99-7-6 8-41 88-11-11 88-11-11 5-11-14 9-7-6 17-11-7 26-10-9 35-9-10 41-9-8 MAX DEFLECTION (span) L/999 IN MEM 13-14 (LIVE) L= -0.12" D= -0.15" T= -1-2711 Joint Locations 1• 0- 0- 0 9 41- 9- 8 2 5- 8-14 10 0- 0- 0 3 11- 4- 7 11 9- 7- 6 4 17- 0- 0 12 17-11- 7 5 22- 5- 0 13 26-10- 9 6 27-10- 0 14 35- 9-10 7 33- 5- 9 15 41- 9- 8 8 39- 1- 2 - 1/24/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise , noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p O.C.$ acin 2-0-0 P 9 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/IPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and `HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19030 Wob Name: EPIC ENTIPESS Truss ID: C18 Qtv: 1 Drwci: I RG X -LOC REACT SIZEREQ'D 1 0- 1-12 399 3.50" 1.50" 2 6- 7-12 761 3.50"1.50" 3 24- 6- 0 714 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing RG HANGER/CLIP NOTE 3 HUS26 upport Connection(s)/Hanger(s) are not designed for horizontal loads. EE SIMPSON CATALOG OR ADDITIONAL INSTALLATION NOTES ITC FORCE AXL END CSI 1-2 •-505 0.00 0.56 0.56 2-3 -783 0.01 0.56 0.57 3-4 -664 0.01 0.22 0.22 4-5 0 0.00 0.22 0.22 IBC FORCE AXL END CSI 6-7 424 0.02 0.24 0.26 7-8 654 0.05 0.49 0.54 8-9 466 0.05 0.49 0.54 WEB FORCE CSI WEB FORCE CSI 2-7 -711 0.19 4-8 324 0.11 2-8• 203 0.10 4-9 -716 0.72 3-8 -136 0.08 5-9 -117 0.07 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 2-8 WEDGE 2x4 SPF 165OF-1.SE 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. 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. 5-10-10 4-4 I0-6-12 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Install interior support(s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.94 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf 8-08� 7-6-1 4-4-12� 4-8-4 8-0-11 15-6-12 19-11-8 24-7-12 is -11-11 1 2 3 4 5 400 8-7-12 This design based on chord bracing applied per the following schedule: max O.c. from to TC 24.00" 15-11-11 24- 7-12 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -116 lb Support 2 -122 lb Support 3 -207 lb HORIZONTAL REACTIONS) support 1 207 lb support 3 , 207 lb 24-7-12 6 7 8 9 6-712 8-11-00 9-1_ 0 6-7-12 15-6-12 24-7-12 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.15" D= -0.19" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 8- 0-11 7 6- 7-12 3 15- 6-12 8 15- 6-12 4 19-11- 8 9 24- 7-12 5 24- 7-12 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord - A Company You Can Truss l r' -i ®� 1/ 4/2006 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: 3116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b ® 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: $B T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord - A Company You Can Truss l is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSVTPI r Phone (760) 341-2232 F,'WTCA P- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- BC Dead 7.00 psf. Design Spec CBC -01 Fax # (760) 341-2293 (NIB -91) and'MB-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. TOTAL 37.00 psf Seqn T6.4.24 - 19031 14" IJob Name: EPIC ENTIPESS Truss ID: C19 Qty: 1 Drwg: I .G X -LOC REACT SIZE REQ'D 1 0- 1-12 275 3.50" 1.50" 2 6- 7-12 913 3.50" 1.50" 3 24- 6- 0 668 3.50" 1.50" .G REQUIREMENTS shown are based ONLY the truss material at each bearing .G HANGER/CLIP NOTE 3 HUS26 pport Connection(s)/Hanger(s) are of designed for horizontal loads. E SIMPSON CATALOG R ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 -258 0.00 0.28 0.28 2-3 -175 0.00 0.28 0.28 3-4 -691 0.01 0.59 0.60 4-5 0 0.00 0.59 0.59 BC FORCE AXL BND CSI 6-7 207 0.01 0.26 0.27 7-8 601 0.06 0.48 0.54 8-9 620 0.07 0.48 0.54 WEB FORCE CSI WEB FORCE CSI 2-7 -326 0.07 4-8 262 0.09 3-7 -800 0-.71 4-9 -834 0.61 3-8 273 0.09 5-9 77 0.02 TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. WEDGE .2x4 SPF 1650F -1.5E IF HANGERS ARE.INDICATED ON THIS DRAWING, PLATE VALUES PER ICBO RESEARCH REPORT (11607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. TC as indicated. Lumber must be structural End verticals designed for axial loads only grade. Brace @ 24" o.c. unless noted. Extensions above or below the truss profile This truss is designed using the (if any) require additional consideration CBC -01 Code. (by others) for horiz. loads on the bldg. 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 = 17.61 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf I 5-2-10 4-4 I0-6-12 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11- 0-15 24- 7-12 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -78 lb Support 2 -206 J.b Support 3 -170 lb HORIZONTAL REACTIONS) support 1 150 lb support 3 150 lb MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.11" D= -0.15" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 0-11 7 6- 7-12 6-0-11 55-11-6 8-1-1 4-6-11 3 12- 0- 0 8 15- 9-15 4 20- 1- 1 9 24- 7-12 6-0-11 12-0-0 20-1-1 24-7-12 5 24- 7-12 13-11-11 1 2 3 4 5 4.00 12-7-12 1 11 34 B1 6.7.12 62 83 T 5-t0 1, I SHIP 1 GAR, 24-7-12 6-76-7 12 9-2-2 - �8 8-9-13 STATE OF �'P\ �►�v 6-7-12 15-9-15 24-7-12 1/24/2006 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: 3116" = V WARNING Read all notes on this sheet and give.a copy of it to the Erecting Contractor. Eng. Job: EJ-. WO: b6687b 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss s laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSI/TPl 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19032 26" Wob Name: EPIC ENTIPESS Truss ID: C20 Qtv: 1 Drwci: I RG X -LOC REACT SIZEREQ'D 1 0- 1-12 275 3.50" 1.50" 2 6- 7-12 913 3.50"1.50" 3 24- 6- 0 668 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing RG HANGER/CLIP NOTE 3 HUS26 upport Connection(s)/Hanger(s) are not designed for horizontal loads. EE SIMPSON CATALOG OR ADDITIONAL INSTALLATION NOTES TC FORCE AXL HND CSI 1-2 -258 0.00 0.28 0.28 2-3 -175 0.00 0.28 0.28 3-4 -691 0.01 0.59 0.60 4-5 0 0.00 0.59 0.59 BC FORCE AXL BND CSI 6-7 207 0.01 0.26 0.27 7-8 601 0.06 0.48 0.54 8-9 620 0.07 0.48 0.54 WEB FORCE CSI WEB FORCE CSI 2-7 -326 0.07 4-8 262 0.09 3-7 -800 0.71 4-9 -834 0.61 3-8 273 0.09 5-9 91 0.02 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Install interior support(s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.28 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf I 4-6-10 4-4 J0_6-12 6-0-11 6-0-11 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 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. 55-1 12-M 8-18-1 1 4-64-6 20-1-1 24-7-12 1 2 3 4 5 400 12-7-12 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11-11-11 24- 7-12 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -81 lb Support 2 -203 lb Support 3 -168 lb HORIZONTAL REACTIONS) support 1 149 lb support 3 149 lb _I- T 4-3.1 -1 4.6-10 t�SHIP MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.11" D= -0.15" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 0-11 7 6- 7-12 3 12- 0- 0 8 15- 9-15 4 20- 1- 1 9 24- 7-12 5 24- 7-12 24-7-12� 6 7 8 9 � 6-7-12 9-2-2 8-9� �''i� �G[QVvct 6-7-12 15-9-15 24-7-12 TE Ofir 1/24/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 TRUSSWORKS Ds nr. SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord � TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr End 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesert CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, 'ANSUTPI 1% %TCA F- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232_ PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19033 26" Job Name: EPIC ENTIPESS Truss ID: C21 Qtv: 1 Drwq: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 354 3.50" 1.50" 2 6- 7-12 834 3.50" 1.50" 3 24- 6- 089 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing RG HANGER/CLIP NOTE 3 HUS26 upport Connection(s)/Hanger(s) are not designed for horizontal loads. EE SIMPSON CATALOG OR ADDITIONAL INSTALLATION NOTES TC FORCE AXL HND CSI 1-2 -398 0.00 0.35 0.35 2-3 -862 0.01 0.43 0.43 3-4 -1082 0.02 0.43 0.44 4-5 0 0.00 0.27 0.27 BC FORCE AXL HND CSI 6-7 326 0.03 0.19 0.22 7-8 394 0.05 0.18 0.23 8-9 1243 0.14 0.16 0.30 9-10 775 0.09 0.16 0.25 WEB FORCE CSI WEB FORCE CSI 2-7 -734 0.18 4-9 390 0.13 2-8 708 0.25 4-10 -969 0.41 3-8 -541 0.23 5-10 86 0.02 3-9 -205 0.09 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650£-1.5E WEB 2x4 HF STUD WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBG RESEARCH REPORT #1607. Mark all interior bearing locations. Install interior support(s) before erection. 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. T 3-10-10 4-0 IO -6-12 88-0-0 8-" l 9-11-11 I 1 2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 6-3-6 6-8-10 3-7-13 14-3-6 20-11-15 24-7-12 3 4 5 4� 00 16-7-12 (. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 24- 7-12 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -89 lb Support 2 -161 lb Support 3 -169 1-b This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.94 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 3-8 3-4B1 6-7-12 B2 83 24-7-12 6 7 8 9 10 6-76-712 4-34-3 5 6-86-8 7-07-02 6-7-12 10-11-1 17-7-10 24-7-12 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.04" D= -0.06" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 8- 0- 0 7 6- 7-12 3 14- 3- 6 8 10-11- 1 4 20-11-15 9 17- 7-10 5 24- 7-12 10 24- 7-12 GAF?4\ .T -d ✓fl�� O _jE �2�/2006 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: 3116" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: XJ. w0: b6687b ® 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, Council 'HANDLING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSI/TP1 1', WTCA F- Wood Truss of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HID -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoffio Drive, 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 T6.4.24 - 19034 10" IJob Name: EPIC ENTIPESS Truss ID: C22 Qtv: 2 Drwa: I G X -IAC REACT SIZE REQ'D 1 0- 1-12 344 3.50 1.50" 2 6- 7-12 2275 3.50" 1.50" 3 24- 6- 0 1604 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss material at each bearing G HANGER/CLIP NOTE 3 Hanger TBE- ANGER(S) TO BE ENGINEERED pport Connections)/Hanger(s) are of designed for horizontal loads. TC FORCE AXL BND CSI 1-2 467 0.02 0.25 0.27 2-3 -1707 0.01 0.65 0.66 3-4 -2454 0.01 0.65 0.67 4-5 0 0.00 0.35 0.35 BC FORCE AXL HND CSI 6-7 -398 0.00 0.20 0.20 7-8 370 0.02 0.20 0.22 8-9 2785 0.16 0.22 0.38 9-10 1777 0.10 0.22 0.32 WEB FORCE CSI WEB FORCE CSI 2-7 -2064 0.20 4-9 860 0.15 2-8 1868 0.32 4-10 -2222 0.23 3-8 -1426 0.15 5-10 -173 0.02 3-9 -420 0.04 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD WEDGE 2x4 SPF 1650F -1.5E Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Install interior support(s) before erection. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 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. 2 -PLY! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. I£ HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). + + + + + + + + + + + + + + + + + + + + + + 8-0-0 6-3-6 6-810 3-7-13 8-0-0 14-3-6 20-11-15 24-7-12 7-11-11 2-PLYS 1 2 3 4 5 REQUIRED F-4.00 33 s0# I 16-7-12 ' T 3-2-10 4-0 IO -6-12 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-11-11 24- 7-12 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -88 lb Support 2 -500 lb Support 3 -352 1-b This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.61 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0. TC Vert 145.62 8- 0- 0 145.62 24- 7-12 0. BC Vert 33.98 0- 0- 0 33.98 24- 7-12 0. ..Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 T T 2-11-1 3-2-10 SHIP MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.04" D= -0.06" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 8- 0- 0 7 6- 7-12 3 14- 3- 6 8 10-11- 1 4 20-11-15 9 17- 7-10 5 24- 7-12 10 24- 7-12 10" B;8 6-7-12 2 B2 3-4 B3 io A�t rG'% :� mea 6 24-7-12 cr <P. 6-7� 44-3� 6-8-10 7-0-2 6-7-12 10-11-1 17-7-10 24-7-12-V �(j� ®�y � J /24/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b 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 TRUSSWORKS DB nr: SB are to be verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the [op chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTl a laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, 'ANSUfPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19035 Job Name: EPIC ENTIPESS Truss ID: E01 Qty: 1 Drw : RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1. SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1072 3.50"1.54 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -267 lb 2 14-10-11 1059 3.50" 1.52" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -264 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing Lumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, importance Factor = 1.00 TC FORCE AXL BND CSI Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -2217 0.04 0.33 0.37 prevent rotation/toppling. See SCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 -2091 0.04 0.31 0.35 and ANSI/TPI 1. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2064 0.04 0.21 0_.25 Mean roof height = 16.52 ft, mph = 80 4-5 -2117 0.04 0.32 0.36 CSC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 2063 0.31 0.35 0.66 TC Vert 60.00 0- 0- 0 60.00 7- 0- 7 0.5 7-8 2066 0.31 0.23 0.54 TC Vert 120.00 7- 0- 7 120.00 8- 0- 0 0.5 B-9 1959 0.29 0.21 0.50 TC Vert 60.00 8- 0- 0 60.00 15- 0- 7 0.5 9-10 1956 0.29 0.32 0.61 BC Vert 33.98 0- 0- 0 33.98 15- 0- 7 0.0 ..Type... lbs X.Loc LL/TL NEB FORCE CSI WEB FORCE CSI TC Vert 176.0 7- 0- 7 1.00 2-7 -53 0.01 4-8 87 0.03 TC Vert 154.0 7- 0- 7 0.00 2-8 -121 0.04 4-9 44 0.01 TC Vert 176.0 8- 0- 0 1.00 3-8 295 0.12 TC Vert 154.0 8- 0- 0 0.00 3-10-8 3-9-2 3-9-2 3-10-8 7-7-10 11-4-12 1 2 3 4 388 330 330# -4.00 4-4 3-7-11 15-0-7 5 MAX DEFLECTION (span) : L/999 IN HEM 7-8 (LIVE) L= -0.08" D= -0.11" T= -C.19 Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3-10- 8 7 3-10- 8 3 7- 7-10 8 7- 7-10 4 11- 4-12 9 11- 4-12 5 15- 0- 7 10 15- 0- 7 - .. Uj cr �..�� nog'• 15-0-7 6 7 8 9 10 R�•y'�' �� 3-10.8 3-9-2 3-93-9 2 3-7-11 3-10-8 7-7-10 - - 11-4-12 15-0-7 /24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ®WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI s laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 1901a and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 ANSIrrPl P,'WTCA I'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19036 Job Name: EPIC ENTIPESS Truss ID: E02 Qty: 1 Drw : RG x -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 575 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -142 lb 2 15- 4-12 575 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -142 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -984 0.01 0.36 0.37 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -978 0.01 0.34 0.34 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.56 ft, mph = 80 BC FORCE AXL BUD CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 880 0.10 0.18 0.29 5-6 873 0.10 0.18 0.29 WEB FORCE CSI WEB FORCE CSI 2-5 131 0.06 1 3-1-6 4-4 1I IO -6., 2 77-1� 7-77-713 7-10-11 15 6 8 7-10-11 I 7-7-13 1 2 3 F3.88 4-4 4.00 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.04" D= -0.05" T= - .0 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 7-10-11 5 7-10-11 3 15- 6- 8 6 15- 6- 8 e, B2 �Co- GARLS,�� L ¢ 15-6-8 S 4 -C 4 5 6 (J 1' 7-10-11 7-7-13 low 7-10-11 15� s G�wT` E 1 /24/2006 All plates are 20 gauge Truswal Connectors ® unless ]preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' W Rl `%Il ` G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 13=1.25 A Company You Can Trussl D laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output ftom Truswal software, Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19037 9„ Job Name: EPIC ENTIPESS Truss ID: E03 Qty: 1 Drw : RG X -Loc REACT SIZEREQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 594 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -146 lb 2 15-10-13 594 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -146 lb RG REQUIREMENTS shown are based ONLY WEDGE - 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1022 0.02 0.39 0.40 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1017 0.01 0.37 0.37 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.60 ft, mph = 80 BC FORCE AXL BND CSI CSC Special Occupancy, Dead Load = 12.6 psf 4-5 915 0.11 0.20 0.31 5-6 907 0.11 0.20 0.31 WEB FORCE CSI WEB FORCE CSI 2-5 137 0.06 8-18-1-1� 8-1-12 7-10-13 16-0-9 1 8-1-12 1 7-10-13 1 1 2 3 388 4-4 400 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.04" D= -0.05" T= -C.1 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 1-12 5 8- 1-12 3 16- 0- 9 6 16- 0- 9 3-2-6 3-2-6 SHIP 4-4 4-4 I0-6-12 I0-6_12 - / $ 1.5-3 B1 B2 `�Q� o GAR��e � W fisc16-0-9 4 5 6 cs�fi� J 8.1.27-1u-1� :,y.�1 8-1-12 16-0-9 STATE%Z4/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ®WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord a laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf Re Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P P 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 ANSt/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 - Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19038 Job Name: EPIC ENTIPESS Truss ID: E04 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12612 3.50 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -150 lb 2 16- 4-14 612 3.50^ 1.50 WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -150 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1061 0.02 0.42 0.44 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1056 0.01 0.40 0.41 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.64 ft, mph = 80 BC FORCE AXL HND CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 950 0.11 0.22 0.33 5-6 943 0.11 0.22 0.33 WEB FORCE CSI WEB FORCE CSI 2-5 148 0.06 8-48 4� 8-4-14 8-4-14 1 2 388 T 4-4 1 3-3-5 l 4-4 Io -6-, 2 8-1-12� 16-6-10 3 4.00 . I 3-3-5 tSHIP l4 Io -6-12 B1 B2 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.05" D= -0.06" T= -1.11 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 4-14 5 8- 4-14 3 16- 6-10 6 16- 6-10 16-6-10� �� ✓`�� Al 4 8-4-14 5 8-1-12 8-4-14 16-6-10\ TATE O � ' 24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy'of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 TRUSSWORKS DB nr. SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUfFaCS L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, . 'ANSUTPI 1', WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (}BB -91) and MB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 - Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19039 Job Name: EPIC ENTIPESS WAR I Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E05 Qty: 1 Drw : RG x -LOC REACT SIZE REQ 'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 631 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -154 lb 2 16-10-15 631 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. , Support 2 -154 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUTPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI 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. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone '1-2 -1100 0.02 0.45 0.47 RANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1095 0.01 0.43 0.44 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.68 ft, mph = 80 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 985 0.12 0.23 0.35 5-6 977 0.11 0.23 0.35 WEB FORCE CSI NEB FORCE CSI 2-5 161 0.06 88-7� 8-4-12 8-7-15 17-0-11 8-7-15 1 8-4-12 1 2 3 388 4-4 4.00 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.05" D= -0.07" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 7-15 5 8- 7-15 3 17- 0-11 6 17- 0-11 B1 Bz Q��•GAR v� LLj Cc 1% 17-0-11 4 8-7- 5 8.48.4 �o� Qlop, 8-7-15 17-0-11 .tc s_tai_EOF�% /24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WAR I Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 a 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I p y a laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.$ acin 2-0-0 P g PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUTPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and FBB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19040 '�I NEB FORCE CSI WEB FORCE CSI 2-5 176 0.07 8-7-12 17-6-12 8-11-0 I 8-7-12 1 1 2 3 388 4-4 400 1 3-5-6 rHIPI I-4 10-6-12 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.0611 D= -0.08" T= -1.14" Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8-11- 0 5 8-11- 0 3 17- 6-12 6 17- 6-12 131 B2 ti O .4: . \, 17-6-12 4 88-11-00 5 8-7-12 8-11-0 17-6-12 S'7ATE /24/2"006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" =,' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: E4. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading' unposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and bmce this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 ANSVI'PI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and HM -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 Seyn T6.4.24 - 19041 Job Name: EPIC ENTIPESS Truss ID: E06 Qty: 1 Drw : RG X -IAC REACT SIZEREQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 650 3.50•• 1.50•• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -158 lb 2 17- 5- 0 650 3.5011 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -158 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the In the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5'• HANGER NAILS FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1137 0.03 0.48 0.51 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No,Exp Category = C 2-3 -1132 0.01 0.47 0.48 Bldg Length = 40.00 ft, Bdg Width = 20.00 ft - Mean roof height = 16.72 ft, mph = 80 ac FORCE AXL BND CSI CSC Special Occupancy, Dead Load = 12.6 psf 4-5 1018 0.12 0.25 0.37 5-6 1011 0.12 0.25 0.37 NEB FORCE CSI WEB FORCE CSI 2-5 176 0.07 8-7-12 17-6-12 8-11-0 I 8-7-12 1 1 2 3 388 4-4 400 1 3-5-6 rHIPI I-4 10-6-12 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.0611 D= -0.08" T= -1.14" Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8-11- 0 5 8-11- 0 3 17- 6-12 6 17- 6-12 131 B2 ti O .4: . \, 17-6-12 4 88-11-00 5 8-7-12 8-11-0 17-6-12 S'7ATE /24/2"006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" =,' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: E4. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading' unposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and bmce this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 ANSVI'PI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and HM -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 Seyn T6.4.24 - 19041 Job Name: EPIC ENTIPESS Truss ID: E07 Qty: 1 , Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 669 3.50"1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -161 lb 2 17-11- 1 669 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -161 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1. SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1176 0.03 0.52 0.55 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No,Exp Category = C - 2-3 -1171 0.01 0.50 0.51 Bldg Length = 40.00 ft, Bdg Width = 20.00 ft Mean roof height = 16.76 ft, mph = 80 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1053 0.12 0.27 0.39 5-6 1046 0.12 0.27 0.39 WEB FORCE CSI WEB FORCE CSI 2-5 189 0.07 9-2-1 9-2-1 8-10-12 , 18-0-13 9-2-1 8-10-12 l 1 2 3 388 4.00 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.07" D= -0.09" T= -1.15" Joint Locations 1 0- 0- 0 4 0- 0- 0 2 9- 2- 1 5 9- 2- 1 3 18- 0-13 6 18- 0-13 4-4 3-6-5 3-6-5 SHIP 4.4 4-4 I0-6-12 Io -6-12 8 1.5-3 3 8-p,��;�L". B1 B2 ��Q �V GARttry �a: < f, 0 18-0-13 g_2_ 8-10-12 9-2-1 18-0-13 SATE 0� �1� 1/24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ.. w0: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DsgnC SS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 is Company You Can Truss! laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a -rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI F,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -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 III 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19042 Job Name: EPIC ENTIPESS Truss ID: E08 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 1-12 686 3.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -165 lb 2 18- 4-13 686 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -165 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yea, Importance Factor = 1.00 TC FORCE AXL HND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1212 0.03 0.56 0.59 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1207 0.01 0.54 0.55 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.80 ft, mph = 80 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1086 0.13 0.29 0.41 5-6 1078 0.13 0.29 0.41 - WEB FORCE CSI WEB FORCE CSI 2-5 203 0.07 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.07" D= -0.10" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 9- 5- 0 5 9- 5- 0 3 18- 6- 9 6 18- 6- 9 9-50 9-1-9 9-5-0. 18-6-9 11 9-5-0 I 9-1-9 2 i 3 388 -400 T 4-4 T 3-7-5 3-7-5 SHIP 4-4 44 �.-•. u __. I0-6-12 I0-6-12 3-8 CO I B1 B2 q' . ,a 18-6-9 s, F s -s-0 1 18- 7ATE `O 1 /2"4/2006 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' ® WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b 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 T R U S S W O R KS. are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCT! N laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.$ acin 2-0-0 75-110 St. Charles pl. ste-11A P P 9 end brace this truss N accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSIMI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (IRB -91) and fUB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341=2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19043 17" Job Name: EPIC ENTIPESS Truss ID: E09 Qty: 1 Drw : RG X -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 970 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -215 lb 2 17-10- 0 970 3.50" 1.501, WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -215 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.511 HANGER NAILS FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 311 HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.511 GUN NAILS ARE USED, THE Truss Location = End Zone - 1-2 -2069 0.03 0.91 0.94 Designed for 300 Plf drag load applied HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 -1364 0.02 0.40 0.42 evenly along the top chord to the chord Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1331 0.02 0.20 0.22 @ ea. bearing (unless noted), concurrently Mean roof height = 16.84 ft, mph = 80 4-5 578 0.08 0.08 0.17 with dead + 0 8 live loads. D.F. = 1.33 CBC Special Occupancy, Dead Load = 12.6 psf Horiz. reaction = 5.4 K lbs. ea. bearing. BC FORCE AXL BND CSI Connection (by others) must transfer equal 6-7 4300 0.60 0.36 0.96 load to each ply (or add-on) shown. 7-8 4511 0.63 0.17 0.80 ++++++++++++++++++++++ WEB FORCE CSI WEB FORCE CSI 2-7 -1343 0.72 4-8 -2249 0.73 3-7 285 0.10 5-8 -222 0.05 4-7 -1155 0.68 t - 3-8-4 5-5 I0-6-12 4-1_011 4-9-6 4-9-6 3-65 4-10-11 9-8-1 14-5-7 17-11-12 9-8-1 I 8-3-11 1 2 3 4 5 388 -4.00 4-4 MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0.1711 D= -0.2311 T= -1.4011 Joint Locations 1 0- 0- 0 5 17-11-12 2 4-10-11 6 0- 0- 0 3 9- 8- 1 7 9- 8- 1 4 14- 5- 7 8 17-11-12 I1L4/LUUb All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. . Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 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 Company YCan TruSSI p you utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord s 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, 'ANSI1TPI 1', WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -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 CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19044 lJob Name: EPIC ENTIPESS Truss ID: F01 , Qty: 2 Drwq: I RG X -LOC REACT SIZE REQ'D 1 0- 1-12 1770 3.50" 1.50" 2 23- 6- 4 1770 3.50" 1.50" RG REQUIREMENTS shown are based ONLY In the truss material at each bearing TC FORCE AXL BND CSI 1-2 -4109 0.04 0.43 0.47 2-3 -3946 0.03 0.41 0.45 3-4 -3944 0.03 0.41 0.45 4-5 -4108 0.04 0.43 0.47 BC FORCE AXL BND CSI 6-7 3824 0.29 0.37 0.66 7-8 4715 0.35 0.24 0.59 i8-9 3824 0.29 0.37 0.66 WEB FORCE CSI WEB FORCE CSI 2-7 693 0.12 3-8 -905 0.10 3-7 -904 0.10 4-8 693 0.12 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD WEDGE 2x4 SPF 165OF-1.SE PLATE VALUES PER ICBG RESEARCH REPORT #1607. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). + + + + + + + + + + + + + + + + + + + + + + 7-67-6 7-6-12 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 2 -PLY! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** 44-3-4 4-3_4 11-10-0 16-1-4 2-PLYS 1 2 3 REQUIRED4,p - 330# 7-8 7-07� 23-8-0 400 3-8 3-8 81 B2 23-8-0 6 7 8 9 7-67-6 7-0-12 8-6-8 7-67-6 16-1-0 23-8-0 This design based on chord bracing applied WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. per the following schedule: 6 max o.c. from to 0- 0 TC 24.00" 7-11-11 15- 8- 0 7 UPLIFT REACTION(S) : 6-12 Support 1 -394 lb 8 Support 2 -394 lb 1- 4 This truss is designed using the 9 CBC -01 Code. 8- 0 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 = 16.61 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN TOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 TC Vert 145.62 8- 0- 0 145.62 15- 8- 0 0.5 TC Vert 60.00 15- 8- 0 60.00 23- 8- 0 0.5 BC Vert 33.98 0- 0- 0 33.98 23- 8- 0 0.0 ..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 15- 8- 0 1.00 TC Vert 154.0 15- 8- 0 0.00 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.21" D= -0.28" T= Joint Locations WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 6-12 3 11-10- 0 8 16- 1- 4 4 16- 1- 4 9 23- 8- 0 5 23- 8- 0 T 3-2-10 SHIP IO -6-12 TE. 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. '1/24/2006 Scale: 3116"= 1' WO: b6687b DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 - O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.4.24 - 19045 49" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. 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 16.00 psf TC Dead 14.00 psf P T R U S S W O R KS A Company You Can TrUSsI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or 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 PalmDesertCA. 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', 'ANSIIfPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf '1/24/2006 Scale: 3116"= 1' WO: b6687b DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 - O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.4.24 - 19045 49" Job Name: EPIC ENTIPESS Truss ID: F02 Qty: 1 Drw : RG x -Loc REACT SIZEREQ D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 876 3.50•• 1.50•• BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 23- 6- 4 876 3.50•• 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7- 0-15 15- 8- 0 In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -197 lb TC FORCE AXL BND CSI Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -197 lb 1-2 -1805 0.03 0.34 0.36 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the 2-3 -1695 0.04 0.17 0.21 grade. Brace @ 24" o.c. unless noted. CBC -01 Code. 3-4 -1695 0.04 0.17 0.21 Bldg Enclosed = Yes, Importance Factor = 1.00' 4-5 -1805 0.03 0.34 0.36 Truss Location = End Zone . Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL BND CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 1652 0.25 0.15 0.39 Mean roof height = 16.94 ft, mph = 80 7-8 1928 0.29 0.14 0.43 CBC Special Occupancy, Dead Load = 12.6 psf 8-9 1652 0.25 0.15 0.39 WEB FORCE CSI WEB FORCE CSI 2-7 247 0.09 3-8 -274 0.15 3-7 -274 0.15 4-8 247 0.09 T 3-10-10 4-4 1 Io -6-,2 7-6-12 4-3-4 4-3-4 7-0-12 7-6-12 11-10-0 16-1-4 23-8-0 9-11-11 1 I 9-11-11 I 1 2 3 4 5 400 7-8-0 I -4.00 3-8 3-8 B1 B2 6 7 77-642 7-6-12 8 9 8-6=8 7-6-12 16-1-4 23-8-0 MAX DEFLECTION (span) : L/999 IN HEM 7-8 (LIVE) L= -0.15" D= -0.19" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 6-12 3 11-10- 0 8 16- 1- 4 4 16- 1- 4 9 23- 6- 0 5 23- 8- 0 T 3-10-10 SHIP I0-6-12 1/24/2006 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: b6687b ® 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 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 Company 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 -1 1A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, WANDLING 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 CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19046 34" Job Name: EPIC ENTIPESS 1 0- 0- 0 Truss ID: F03 Qty: 4 Drw : RG x -LOC REACT SIZE REQ 'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 876 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -199 lb 2 23- 6- 4 876 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -199 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI psf 75-110 St. -Charles pl. ste-11 A GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1865 0.03 0.33 0.36 BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1644 0.03 0.27 0.30 TOTAL 37.00 psf Seqn T6.4.24 - 19047 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1644 0.03 .0.27 0.30 Mean roof height = 17.25 ft, mph = 80 4-5 -1865 0.03 0.33 0.36 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 6-7 1718 0.26 0.22 0.48 7-8 1208 0.13 0.26 0.39 8-9 1718 0.26 0.22 0.48 WEB FORCE CSI WEB FORCE CSI ' 2-7 -305 0.08 3-8 433 0.15 3-7 433 0.15 4-8 -305 0.08 35" 55-1� 55-1� 55-10-55 5-11-11 5-11-11 11-10-0 17-8-5 23-8-0 11-10-0 1 11-10-0 1 2 3 4 5 4.00 4.00 4-4 . I 4-6-1 SHIP $-4IO-6-12 3-8 3-8 B1 - B2 Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5-11-11 7 7-11- 2 3 11-10- 0 8 15- 8-14 4 17- 8- 5 9 23- 8- 0 5 23- 8- 0 '! i ��q� A �® 23-8-0 7-11-2 7-97-913 7-11-2 7-11-2 15-8-14 23-8-0 1 C1A t .1/24/2006 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. - w0: b6687b 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 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCan TrUSSI p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. -Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSI/TPI P,'WTCA F- Wood Truss Council of Americo Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -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 T6.4.24 - 19047 Job Name: EPIC ENTIPESS 1-0-8 122-7-8 6 7 8 STUB 6-10-10 7-9-13 7-1� Truss ID: F04 Qty: 3 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 2- 4 837 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -193 lb 2 23- 6- 4 837 3.50" 1.501, WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -193 lb RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Seqn T6.4.24 - 19048 Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 62 0.01 0.25 0.26 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1464 0.02 0.25 0.27 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1535 0.03 0.26 0.29 Mean roof height = 17.25 ft, mph = 80 4-5 -1760 0.03 0.30 0.33 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 6-7 1440 0.15 0.23 0.38 7-8 1103 0.12 0.24 0.35 8-9 1620 0.24 0.21 0.45 WEB FORCE CSI WEB FORCE CSI 1-6 -120 0.03 3-7 334 0.12 2-6 -1592 0.92 3-8 435 0.15 2-7 -160 0.04 4-8 -315 0.08 i 4l 44-1� 55-1� 55-1� 5-11-11 4-11-3 10-9-8 16-7-13 22-7-8 10-9-8 I 11-10-0 1 1 2 3 4 5 400 -4� 4.4 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.12" D= -0.16" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 2 4-11- 3 7 6-10-10 3 10- 9- 8 8 14- 8- 6 4 16- 7-13 9 22- 7- 8 5 22- 7- 8 28" 1-0-8 122-7-8 6 7 8 STUB 6-10-10 7-9-13 7-1� LU 9 v Nq^�-�QVP� CAN 6-10-10 14-8-6 22-7-8 s 1/24/2006 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 13=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCTrussl p youan 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 D laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1% %TCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (IUB -91) and MB -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 CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19048 28" Job Name: EPIC ENTIPESS Truss ID: F06 Qtv: 1 Drwa: 3RG X -IAC REACT SIZE REQ 'D 1 1- 2- 4 954 3.50" 1.50" 2 23- 6- 4 954 3.50" 1.50" 3RG REQUIREMENTS shown are based ONLY >n the trues material at each bearing TC FORCE AXL BND CSI 1-2 546 0.01 0.25 0.26 2-3 -1464 0.02 0.25 0.27 3-4 -1535 0.00 0.31 0.32 4-5 -2104 0.04 0.79 0.82 Bc FORCE AXL SND CSI 6-7 4002 0.56 0.13 0.69 7-8 3030 0.39 0.24 0.63 8-9 3933 0.55 0.37 0.92 WEB FORCE CSI WEB FORCE CSI 1-6 -223 0.04 3-7 845 0.29 2-6 -2383 0.92 3-8 969 0.32 2-7 -617 0.17 4-B -714 0.17 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT (11607 Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + + Designed for 200 Plf drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 9 live loads. D.F. = 1.33 Horiz. reaction = 4.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + Web bracing required at each location shown. ® See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.511 HANGER NAILS FOR 1 -PLY AND 311 HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.511 GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTIONS) : Support 1 -193 lb Support 2 -193 lb This truss is designed using the CBC -OS 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 = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 44-1� 55-1� 55-1� 5-11-11 4-11-3 10-9-8 16-7-13 22-7-8 10-9-8 1 11-10-0 l �1 2 3 4 5 4400 -4� 4-4 4-6-1 SHIP -6 10.6-12 3-8 B1 B2 1-0-8 22-7-8 STUB 6 7 8 9 66-1� 7-9-13 7-11-2� 6-10-10 14-8-6 22-7-8 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.15" D= -0.19" T= -1.34 = Joint Locations 1 0- 0- 0 6 0- 0- 0 2 4-11- 3 7 6-10-10 3 10- 9- 8 8 14- 8- 6 4 16- 7_-13 9 22- 7- 8 5 22- 7- 8 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads CC /24/2006 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" = 11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.15 75-110 St. Charles pl. ste-11 A env'vonment that will cause the moisture content of the wood to exceed I9°/ 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', 'ANSMI P,'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 'Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (NIB -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 T6.4.24 - 19049 Job Name: EPIC ENTIPESS Truss ID: F07 Qty: 1 Drwg: RG X -LOC REACT SIZE REW D TC 2x4 SPF 165OF-1.SE 1 11- 2-13 465 3.50" 1.50" BC 2x4 SPF 165OF-1.5E 2 23- 6- 4 465 3.50" 1.50" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F -1.5E In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607 RG RANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 HUS26 End verticals designed for axial loads only upport Connections)/Hanger(s) are Extensions above or below the truss profile not designed for horizontal loads. (if any) require additional consideration EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. OR ADDITIONAL INSTALLATION NOTES ITC FORCE AXL BND CSI 1-2 -328 0.03 0.00 0.03 2-3 -377 0.00 0.50 0.50 3-4 -607 0.01 0.37 0.38 HC FORCE AXL BND CSI 5-6 161 0.00 0.26 0.26 6-7 530 0.05 0.32 0.37 WEB FORCE CSI WEB FORCE CSI 1-5 -402 0.14 3-6 -328 0.08 1-6 409 0.14 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CHC Special Occupancy, Dead Load = 12.6 psf Required bearing widths and bearing areas apply when truss not supported in a hanger-. UPLIFT REACTIONS) : Support 1 -151 lb Support 2 -94 lb HORIZONTAL REACTIONS) support 1 -161 lb support 2 -161 lb MAX DEFLECTION (span) : L/500 IN MEM 6-7 (LIVE) L= -0.30" D= -0.39" T= 0$� 5-10-5� 5-1 Eng. Job: EJ. WO: b6687b This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Joint Locations 0-8-15 6-7-4 12-0-15 1 0- 0- 0 5 0- 0- 0 11-10-0 2 0- 8-15 6' 4- 7-13 0-8-15 I T R U S S W O R KS 3 6- 7- 4 7 12- 6-15 1 2 3 4 4 12- 6-15 4� psf 75-110 St. Charles pl. ste-11A �� BC Live 0.00 psf p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 3-4 BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 2-a 131 B2 4-6-1 1 SHIP I0-6-12 11-1-1 1 1_2-6-1-5 �� ► STUB 5 6 - --- - 7 \.S'�a.�`�-/242006 4-7137-1� -- _ All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge orl3g i" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11A environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSUIPI 1% %TCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and IdB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19050 68" Job Name: EPIC ENTIPESS . Truss ID: F08 Qtv: 1 Drwq: RG X -LOC REACT SIZE REQ •D TC 2x4 SPF 1650F-1.SE 1 10- 7-15 487 3.50" 1.50•` BC 2x4 SPF 165OF-1.5E 2 23- 6- 4 487 3.50'• 1.50" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. 5E In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607 RG RANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 HUS26 End verticals designed for axial loads only upport Connections)/Hanger(s) are Extensions above or below the truss profile not designed for horizontal loads. (if any) require additional consideration EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. OR ADDITIONAL INSTALLATION NOTES �Tc FORCE AXL BNO CSI 1-2 -374 0.03 0.00 0.03 2-3 -414 0.00 0.55 0.55 3-4 -639 0.01 0.42 0.43 BC FORCE AXL BND CSI 5-6. 152 0.00 0.31 0.31 6-7 557 0.05 0.34 0.39 WEB FORCE CSI WEB FORCE CSI 1-5 -419 0.14 3-6 -310 0.08 1-6 431 0.15 Plating spec : ANSI/TPI - 1995. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING,. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 31• HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 1-3-13 5-10_5 i 5-11-11, 1-3-13 7-2-2 13-1-13 4r 00 3-4 3 4 4.00 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -152 lb Support 2 -103 lb HORIZONTAL REACTIONS) support 1 -152 lb support 2 -152 lb 4-6-1 1 SHIP MAX DEFLECTION (span) L/446 IN MEM 6-7 (LIVE) L= -0.35" D= -0.45" T= - .81 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 1- 3-13 6 5- 2-11 3 7- 2- 2 7 13- 1-13 4 13- 1-13 2-4 B1 B2 10-6-3 15 6 13-1-13 ; � .0 STUB 5-2-11 7-11-2 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or -q 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. Eng. Job: EJ. ® 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 16.00 psf TC Dead 14.00 psf T R U S S W O R KS A Company YCan Truss! p you utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSVPPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -91 SUNCAARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, BC Live 0.00 psf BC Dead 7.00 psf 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 Scale: 3/8" = 1' WO: b6687b DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.24 - 19051 Job Name: EPIC ENTIPESS Truss ID: F09 Qty: 1 . Drwg: RG X -LOC REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E 1 10- 0-11 509 3.50" 1.50•• BC 2x4 SPF 165OF-1.SE 2 23- 6- 4 509 3.50" 1.501• WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. 5E In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT 61607 RG RANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 HUS26 End verticals designed for axial loads only upport connections)/Hanger(s) are Extensions above or below the truss profile not designed for horizontal loads. (if any) require additional consideration EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. . R ADDITIONAL INSTALLATION NOTES ITC FORCE AXL BUD CSI 1-2 -422 0.00 0.04 0.04 2-3 -454 0.00 0.60 0.60 3-4 -671 0.00 0.49 0.49 BC FORCE AXL BND CSI 5-6 143 0.00 0.36 0.36 6-7 585 0.09 0.33 0.42 WEB FORCE CSI WEB FORCE CSI 1-5 -437 0.13 3-6 -290 0.07 1-6 456 0.16 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.51' GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -153 lb Support 2 -111 lb HORIZONTAL REACTIONS) support 1 -142 lb support 2 -142 lb 1-11-1 1 5-1� 5-1 1-11-1 7-9.6 13-9-1 1-11-1 11-10-0 1 2 3 4 400 -4.00 3-4 2-4 B1 B2 11 4-6-1 1 SHIP MAX DEFLECTION (span) : L/443 IN MEM 6-7 (LIVE) L= -0.36" D= -0.48" T= J., Joint Locations 1 0- 0- 0 5 0- 0- 0 2 1-11- 1 6 5- 9-15 3 7- 9- 6 7 13- 9- 1 4 13- 9- 1 ®�r 9-10-15 1 13-9-1 STUB 5 6 7-1 -97-11-2 5-9-16 7 � 1/24/2006 ,��1��aa1�-2 All plates are 20 gauge Truswal Connectors unless preceded by'W" for HS 20 gauge or "H� _-f� o5 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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. $B TC Live TC Dead 16.00 psf 14.00 psf DurFac3 L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Com an ' You Can Trussl p y utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord a laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Derail Reports available as output from Truswal software', ANSI/ PI I','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live BC Dead TOTAL 0.00 psf P 7.00 psf 37.00 psf O.C.S acin 2- 0- 0 P g Design Spec CBC -01 Seqn T6.4.24 - 19052 L Job Name: EPIC ENTIPESS Truss ID: F10 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 9- 5- 5 532 3.50"1.50 BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 23- 6- 4 532 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION($) : RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -155 lb n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -119 lb RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY HORIZONTAL REACTION(S) 1 HUS26 End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 1 -133 lb , upport Connection(s)/Hanger(s) are Extensions above or below the truss profile HANGERS MUST BE RE=EVALUATED (BY OTHERS). support 2 -133 lb not designed for horizontal loads. (if any) require additional consideration This truss is designed using the Design Spec CBC -01 EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES (HIB -91) and'RIB-91 (TPI) at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 119th Street, NW, Ste 800, Washington, DC 20036. Bldg Enclosed = Yes, Importance Factor = 1.00 Segn T6.4.24 - 19053 TC FORCE AXL BND CSI 1-2 35 0.00 0.05 0.05 2-3 -702 0.00 0.26 0.27 3-4 -948 0.01 0.26 0.27 BC FORCE AXL BND CSI 5-6 252 0.02 0.20 0.22 6-7 860 0.08 0.17 0.26 NEB FORCE CSI WEB FORCE CSI 1-5 71 0.02 2-6 516 0.18 2-5 -494 0.24 3-6 -365 0.09 2-62-67 2-6-7 2-0-7 1 2 4.0 4-4 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 5-10-5 55-1 8-4-12 14-4-7 11-10-0 �3 4 4.00 I J-4 B7 1-4 I B2 MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L= -0.05" D= -0.06" T= -1.13 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 2- 6- 7 6 6- 5- 5 3 8- 4-12 7 14- 4- 7 4 14- 4- 7 4-6-1 1 SHIP l��-GAR(, 0, Lu o .`,; C 9-3-9 14-4-7 W OT STUB 5 6 7 6-56-5 5 77-1� 1/24/2006 6-5-6 14-4-7 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: 11132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. w0: b6687b ® 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 R are [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacS L=1.25 P=1.25 T R U S S W O KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf _ 75-110 St. Charles pl. ste-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 s Palm Desert, CA. 92211 and brace this truss N accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 F,'WTCA F- Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- SUMMARY SHEET' by TPI. The Truss Plate Institute is located D'Onofrio Drive, Fax # (760) 341-2293 (HIB -91) and'RIB-91 (TPI) at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19053 Job Name: EPIC ENTIPESS Truss ID: F11 Qty: - 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 8- 9-15 554 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 23- 6- 4 554 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -157 lb In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -126 lb RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY HORIZONTAL REACTION(S) 1 HUS26 End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 1 -123 lb upport Connections)/Hanger(s) are Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). support 2 -123 lb not designed for horizontal loads. (if any) require additional consideration This truss is designed using the EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. CBC -01 Code. R ADDITIONAL INSTALLATION NOTES Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone TC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 41 0.00 0.09 0.09 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -766 0.00 0.25 0.25 Mean roof height = 17.25 ft, mph = 80 3-4 -1009 0.01 0.25 0.26 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 5-6 ' 315 0.03 0.24 0.27 6-7 917 0.09 0.20 0.29 WEB FORCE CSI WEB FORCE CSI 1-5 -90 0.02 2-6 514 0.18 2-5 -527 0.29 3-6 -358 0.09 3-1-13 3-1-13 4.00 4-4 1.5-3 - 4-6-1 4-6-1 SHIP 3-5-8 4-4 I0-6-12, L 3-4lr)S,f 3-4 3 "o ��4$' 0 GAP, B1 B2 LIJ 0: 14P, Ilk 8-8-3 5 14611-13 7 OQ� Own �^ c STUB 77-011 7-11-2 v L 2006 7-0-11 14-11-13 S EGQ` 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, u e; Scale: 11132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCT[ U laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise . p youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.S acin 2- 0- 0 75-110 St. Charles pl.'ste-11A P P g and brace this truss N accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Palm Desert, CA. 92211 '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 CBC -01 Phone (760) 341-2232 _ PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19054 5-10-5 9-0-2 3 -400 5-11-111 14-11-13 4 MAX DEFLECTION (span) : L/999 IN HEM 5-6 (LIVE) L= -0.07" D= -0.09" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 . 2 3- 1-13 6 7- 0-11 3. 9- 0- 2 7. 14-11-13 4 14-11-13 16" Job Name: EPIC ENTIPESS Truss ID: F12 Qty: 1 Drwg: RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 8- 2- 8 577 3.50" 1.50" BC 2x4 SPF 165OF-1.SE 2 23- 6- 4 577 3.50" 1.50" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. 5E n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. RG RANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 HUS26 End verticals designed for axial loads only. upport Connections)/Hanger(s) are Extensions above or below the truss profile not designed for horizontal loads. (if any) require additional consideration EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. OR ADDITIONAL INSTALLATION NOTES TC FORCE AXL HND CSI 1-2 45 0.00 0.14 0.14 I,2-3 -831 0.00 0.24 0.24 3-4 -1071 0.01 0.23 0.24 BC FORCE AXL BND CSI 5-6 380 0.04 0.29 0.33 6-7 975 0.10 0.24 0.33 WEB FORCE CSI WEB FORCE CSI 1-5 -108 0.03 2-6 512 0.18 2-5 -568 0.36 3-6 -350 0.09 1.5-3 3-4 B1 B2 3-9-4 3-9-4 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 5-10-5 9-7-9 5-1111 15-7-4 3-9-4 1 11-10-0 1 1 2 3 4 F4.00 -400 4-4 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -159 lb Support 2 -134 lb HORIZONTAL REACTION(S) support 1 -114 lb support 2 -114 lb MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L= -0.10" D= -0.13" T= -1.2 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 3- 9- 4 6 7- 8- 2 3 9- 7- 9 7 15- 7- 4 4 15- 7- 4 SHIP V 10.6-1211/4'0C. N� �\Z �, 10 STUB 5 7-87 8-2 77-1 �T TE �� W-006 7-8-2 15-7-4 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6 687b ® 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 verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y s laterally braced by the roof or Floor sheathing and the bottom chord a laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-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 9 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/IPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 P, WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (H113-91) and MB -91 SUNUAARY 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 I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19055. Job Name: EPIC ENTIPESS Truss ID: F13 Qtv: 1 Drwa: I RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F -1.5E 1 7- 7- 1 600 3.50"1.50" BC 2x4 SPF 165OF-1.SE 2 23- 6- 4 600 3.50" 1.50" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. 5E In the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607 RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 HUS26 End verticals designed for axial loads only upport Connections)/Hanger(s) are Extensions above or below the truss profile not designed for horizontal loads. (if any) require additional consideration EE SINPSON CATALOG (by others) for horiz. loads on the bldg. OR ADDITIONAL INSTALLATION NOTES �TC FORCE AXL BND CSI 1-2 50 0.00 0.19 0.19 2-3 -897 0.01 0.27 0.28 3-4 -1132 0.01 0.22 0.23 BC FORCE AXL BND CSI 5-6 446 0.04 0.34 0.38 6-7 1032 0.11 0.27 0.38 WEB FORCE CSI WEB FORCE<CSI 1-5 -126 0.03 2-6 509 0.18 2-5 -615 0.46 3-6 -340 0.09 1.5-3 4-6-1 308 1 STUB 3-4 131 B2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR . 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -161 lb Support 2 -140 lb HORIZONTAL REACTIONS) support 1 -104 lb support 2 -104 lb 4-4-11 5-1� 5-11-11 4-4-11 10-3-0 16-2-11 4-4-11 I 11-10-0 l 1 2 3 4 F4.00 -4.00 4-4 MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L= -0.13" D= -0.17" T= 43C Joint Locations 1 0- 0- 0 5 0- 0- 0 2 4 - 4-11 6 8- 3- 9 3 10- 3- 0 7 16- 2-11 4 16- 2-11 6 7 8-3-9 7-11-2 8-3-9 16-2-11 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: b6687b ® 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acin 2-0-0 P g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA F - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19056 lJob Name: EPIC ENTIPESS Truss ID: F14 Qtv: 1 Drwa: RG x -LOC REACT SIZE REQ'D 'TC 2x4 SPF 165OF-1.SE 1 9- 0- 1 548 3.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 23- 6- 4 548 3.50" 1.50" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1. 5E n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607 RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 HUS26 End verticals designed for axial loads only upport Connections)/Hanger(s) are Extensions above or below the truss profile. not designed for horizontal loads. (if any) require additional consideration EE SIMPSON CATALOG (by others) for horiz. loads on the bldg. OR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BUD CSI 1-2 39 0.00 0.08 0.08 2-3 -748 0.00 0.25 0.26 3-4 -991 0.01 0.25 0.26 BC FORCE AXL BND CSI 5-6 297 0.03 0.23 0.26 6-7 901 0.09 0.19 0.28 WEB FORCE CSI WEB FORCE CSI 1-5 -84 0.02 2-6 515 0.18 2-5 -517 0.28 3-6 -360 0.09 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT,OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -156 J.b Support 2 -124 lb HORIZONTAL REACTIONS) support 1 -126 lb support 2 -126 lb 22-1� 55-1� 55-1 2-11-11 8-10-0 14-9-11 2-11-11 F 11-10-0 i 1 2 3 4 400 -4� 4-4 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 2-11-11 6 6-10- 9 3 8-10- 0 7 14- 9-11 4 14- 9-11 1.5-3 1.5-3 4-6-1 4-6-1 3-6-3 SHIP 4.4 L I0-6-1 4iITEC7.3-4 I 3-4 3-8 %CV moo• () t B1 B2' lu `; r 8-10-5 14-9-11 Q� 4 STUB 5 6 7 6-10-9 7-11-2 _ 6-10-9 14-9-11 S•t��,�-� 24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 TRUSSWORKS Ds nr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFBCS L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.S acin 2- 0- 0 75-110 St. Charles pl. ste-11A P P s PalmDesertCA. 92211 and brace this truss N accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Desert, 'ANSUfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead -7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and TUB -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 $00, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19067 4" Job Name: EPIC ENTIPESS Truss ID: F15 Qty: 1 Drw : RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 1-12 217 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -40 lb 2 5- 8-12 159 3.50 1.50"WEDGE 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -87 lb 3 5- 8-12 58 3.50" 1.50" PLATE VALUES PER ICSO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the RG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. n the truss material at each bearing Install interior support(s) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 Shim bearings (if needed) for req. support. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone STC FORCE AXL BND CSI HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 1-2 -54 0.00 0.31 0.31 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-0 -3 0.00 0.00 0.00 Mean roof height = 16.11 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 3-4 85 0.00 0.19 0.19 4-0 0 0.00 0.00 0.00 1 4.00 55-1� 5-10-8 2 MAX DEFLECTION (span) L/999 IN MEM 3-4 (LIVE) L= -0.04" D= -0.05" T= -1.09 Joint Locations 1 0- 0- 0 3 0- 0- 0 2 5-10- 8 4 5-10- 8 B2 2-6-4 2-6.4 0�,4iItE�T T 4-4 y�Q� o GAR�°l'O 0-6-12 Cz 1� ' B1 - B3 � 5-10-8 STATE 4F GQ' �. 13 4 -1 /24/206 5-10 0 ER 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%-Jh§ble from Truswal software, unless noted. Scale: 11116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSMI P,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19058 Job Name: EPIC ENTIPESS Truss ID:. F16 Qtv: 1 Drwa: G X -LOC REACT SIZE REQ'D 1 0- 1-12 928 3.50" 1..5 2 17- 0- 8 125 3.50" 1.50" 3 17- 0- 8 768 3.50" 1.50" G REQUIREMERTS shown are based ONLY the truss material at each bearing �TC FORCE AXL BUD CSI 1-2 -2031 0.03 0.40 0.44 2-3 -1165 0.01 0.50 0.51 3-4 -66 0.00 0.50 0.50 4-0 -3 0.00 0.00 0.00 �BC FORCE AXL BND CSI 5-6 1877 0.28 0.31 0.59 6-7 1870 0.28 0.40 0.68 7-8 1006 0.15 0.30 0.45 8-0 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-6 142 0.05 3-7 618 0.21 2-7 -885 0.67 3-8 -1256 0.83 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 6-2-13 4-4 10-6-12 5-9-10 5-9-10 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Shim bearings (if needed) for req. support. 5-85-8 5 5-85 8 5 11-5-15 17-2-4 2 3 396 4 UPLIFT REACTION(S) : Support 1 -235 lb Support 2 -106 lb Support 3 -194 lb HORIZONTAL REACTIONS) support 1 245 lb support 3 245 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.96 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 17- 2- 4 0. BC Vert 14.00 0- 0- 0 14.00 17- 2- 4 0. ..Type... lbs X.Loc LL/TL TC Vert 160.0 6- 4- 6 0.43 TC Vert 115.0 9- 4-10 0.43 BC Vert 60.0 6- 4- 6 0.43 BC Vert 213.0 9- 4-10 0.43 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.11" D= -0.15" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 5- 9-10 6 5- 9-10 3 11- 5-15 7 11- 5-15 4 17- 2- 4 - 8 17- 2- 4 5 5-9-10 5-6-s �' 5-TATE 1/24/2006 5-9-10 11-5-15 17 -2 -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: 114" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b ® 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 S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U 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 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert CA. 92211 + and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSVrPI 1','WTCA I'- Wood Truss Council of Americo Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, - Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19059 '6" Job Name: EPIC ENTIPESS Truss ID: F17 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 328 3.50'• 1.50'• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -61 lb 2 8-a-12 115 3.50 1.50•• " WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -68 lb 3 8- 8-12 213 3.50" 1.50 WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -48 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR HORIZONTAL REACTION(S) n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 1 129 lb Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 3 129 lb TC FORCE AXL BND CSI Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the 1-2 -469 0.00 0.20 0.20 Shim bearings (if needed) for req. support. CBC -OS Code. 2-3 -51 0.00 0.20 0.20 Bldg Enclosed = Yes, Importance Factor = 1.00 3-0 -3 0.00 0.00 0.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL BND CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 428 0.05 0.20 0.24 Mean roof height = 16.61 ft, mph = 80 5-0 0 0.00 0.00 0.00 CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI 2-5 -458 0.20 MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.05" D= -0.07" T= 41: 4-5-15__, 4-4-9 Joint Locations 4-5-15 8-10-8 1 0- 0- 0 4 0- 0- 0 2 4- 5-15 5 8-10- 8 3 8-10- 8 1 2 3 F-400 B2 1.5-3 3-6-4 3-6-4 4-4 GA 14, 10 B1 3-4 B3CL 8-10-8 TAT k 46_10-8 5 1/24/2006 8-10-80V R 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: 15132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTrussl D laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p youan noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 ANSI/TPI 1', •WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (IBB -91) and IUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.24 - 19060 Job Name: EPIC ENTIPESS Truss ID: F18 Otv: 2 Drwa: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 2113 3.50" 1.50" 2 16-10- 4 3657 3'.50" 1.95" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -5927 0.07 0.33 0.41 2-3 -96 0.00 0.39 0.39 BC FORCE AXL BUD CSI 4-5 5561 0.30 0.29 0.59 5-6 5452 0.21 0.76 0.97 WEB FORCE CSI NEB FORCE CSI 2-5 3087 0.53 3-6 -379 0.05 2-6 -5728 0.77 TC 2.4 SPF 1650F -1.5E BC 2x8 DFL #2 2x8 DFL #1 S Btr. 5-6 WEB 2x4 HF STUD 2x4 SPF 165OF-1.SE 2-6 PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 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. 2 -PLY! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** 8-0-5 8-0-5 2-PLYS 1 2 REQUIRED4� 8-11-11 , 17-0-0 3 3-8 81 B2 1604# 12-0-0 UPLIFT REACTIONS) : Support 1 -537 lb Eng. Job: EJ. Support 2 -930 lb ® HORIZONTAL REACTION(S) Chk' SB support 1 245 lb support 2 245 lb Dsgnr: SB This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 TC Live 16.00 psf Truss Location = End Zone T R U S S W O R KS Hurricane/Ocean Line = No Exp Category = C A Company You Can Trussl . Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Dead 14.00 Mean roof height = 17.96 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf TC psf ----------LOAD CASE #1 DESIGN LOADS -------------- 75-110 St. Charles pl. ste-11 A Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 17- 0- 0 0. TC Vert 74.00 17- 0- 0 74.00 19- 0- 0 0. BC Vert 14.00 0- 0- 0 14.00 9- 0- 0 0. BC Vert 359.00 9- 0- 0 359.00 17- 0- 0 0. ..Type... lbs X.Loc LL/TL Fax # (760) 341-2293 TC Vert 0.0 16-10- 4 1.00 TOTAL 37.00 psf BC Vert 1604.0 8- 0- 0 0.43 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.14" D= -0.19" T= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 0- 5 5 8- 0- 5 3 17- 0- 0 6 17- 0- 0 6-10-12 6-2-12 SHIP Hi%�T R, f tju 1777„ �a`�• 4 8-08 0-5 8-11-11 rA'� o -,'x'/24/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "FfAr 16 gauge, positioned per Joint Detail RepoKsWailable from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: b6687b ® 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 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl . D laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Dead 14.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC psf Rep Mbr End 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 + and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSVIPI F,'WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.24 - 19061 33" Job Name: EPIC ENTIPESS Truss ID: G01 Qty: 1 Drw : RG X -I.00 REACT SIZE REQ; TC - 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) . 1 ,,D 0- 1-12 1157 3.50•• 1.66•• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -301 lb 2 10-10- 4 1157 3.50•• 1.66•• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -301 lb RG REQUIREMENTS shown are based ONLY 2x8 DFL #2 7-3 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing WEDGE 2x4 SPF 1650F -1.5E THEY ARE BASED ON 1.51' HANGER NAILS FOR CBC -01 Code. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 31' HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -2333 0.04 0.43 0.47 prevent rotation/toppling. See SCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -2535 0.06 0.38 0.43 and ANSI/TPI 1. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2535 0.06 0.38 0.43 Mean roof height = 16.20 ft, mph = 80 4-5 -2333 0.04 0.43 0.47 CBC Special Occupancy, Dead Load = 12.6 psf' ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 2124 0.32 0.23 0.54 TC Vert 60.00 0- 0- 0 60.00 11- 0- 0 0.5 7-8 2124 0.32 0.23 0.54 BC Vert 14.00 0- 0- 0 14.00 11- 0- 0 0.0 ..Type... lbs X.Loc LL/TL WEB FORCE CSI WEB FORCE CSI TC Vert 1500.0 5- 6- 0 0.43 2-7 316 0.10 4-7 316 0.10 3-7 -256 0.02 2-92-911 2-82-8 5 2-8-5 2-92-9-1� 2-9-11 5-6-0 8-2-5 11-0-0 5-6-0 5-6-0 1 2 3 4 5 4 0 - 1500# -4.00 4-4 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.06" D= -0.08" T= Joint Locations 1 0- 0- 0 5 11- 0- 0 2 2- 9-11 6 0- 0- 0 3 5- 6- 0 7 5- 6- 0 4 8- 2- 5 8 11- 0- 0 1.5-3 1.5-3 2-0-12 2-4-12 SHIP 3 6 3-6 10-6-12 3-12 10-6-12 \-) 3-8 3 8 �LQ<C�� QR�� B1 i 5-6-0 5-6-0 "-0-0 STATS 0� 1 /24/2006 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: 15132" = 1' ® WAIWIIVG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: b6687b 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 T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTI a laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p youanrussnoted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Palm Desert, CA. 92211 ANSV PI F,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPf) 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 T6.4.24 - 19062 14" I-af:)► 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERJIL•AD PURLIN. +. 2. 2x4 NI IIF OR N2 DF PURLINS 4' - 0" O.0 4 J. 2x4 N I HF OR N2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS NI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. S. EXTENDED END JACK TOP CHORD (TYPICAL) 6. COMMON TRUSS. 7, HIP CORNER RAFTER. S. Ix1CONTINUOUS LATERAL. BRACING. b tl 9. EXTENDED BOTTOM CHORD. LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. a G SETBACK AS NOTED ON TRUSS DESIGN. SECTION A rit ft) if 1. , (DI (D-, I HIP TRUSSES 24" O C. (TYPICAL). SECTION B 1 7- 1� OPS - dQ 90b WARNING Reed all notes on this sheet and give a copy of.11 to the Erecting Contraclor. This d"stgn is for an mdwtdua) buddong Component, o has Dean Owed on SPeohtattont Provided by the Coflpon ml manulaawar and dory m accotllanawith 114 stent re/abons dl TPI and AFPA design standards. No /uponstbtty 6 AlSutned Io doronsto" AWWACY Ornens.dna Y• to of venhed,oy tris Component m4nufmClut V amVol butdmg dtttgrler prior to eorrUbOn The studding dgrgn"t 61411 asCallden Ir6"1 the Well ulfiral at IOit dHtgd toast Of aceta 1110 loading eopused by ties ul b e Waed" Coda II is aawmudietU UW dlop CIWno I W"rauy Daw rby V» TRU HALL stool dr Poor shaathmg and the bottom Chord a latatany oraceo by a ngd shdttnny mar"rbat duectly atlaolaws, vireos dn"rw.aa rioted star^ mown o lot lateral support of Components memborl only to todua-DucLltng lengm - This tompun"nt 1"I riot M plaloo We any envit!"via Ilsal symima win taus" Ill" mo4lura content of IM wood aCNd ref andlof cduaa Connoclor pule Corrosion. Fate,"s. twndte. mica and baa thY true@ m IIIUSWAL SVStEMS CORPOfiA1gN n accutd"ce with IM following standard$: 'TRUSCOM MANUAL' by Ttuswal,'OUAUTY CONTROL STM/UAAO FOR METAL PLATE CONNECTEO W000 TRUSSES' • (OST�a5). -HANOLIHO INSTALLING MIO BRACING METAL PLATE COUNEC TEO WOOO'TRUSSES' ; I•dB•g 11 "'NS -BI SUMMARY SHEET'by TPI. The Truss PW institute (TPq Is fouled aI Sa] OOnoee Otne, Mao xon, Wumetom Sly 19. The AAWa &n FLAW and Pape, Ataxtalton (AFPA( 4 totaled at 1250 Connealwl Ave. NW, Se 200. Wumnglon, OC 20000. Advertencia GENERAL DEL to A0 DE. bml'aridod can bs DOCU U POpbN oEONA SRMAWRCAS ICABRIUASuIse re4uerido Por los AW'AADUf (CABRIIIiSEA rida m cortectmnente levwdar, relc mr T t onCdor bs DOCUMENTOS DEL DISENO DE CONSTRUCCIOt•!I es roque po omiodums (aobn1los) al "ertro de edifido. Todd el euidoda y caudad que son emudto can bs disefas y b fobri adw de la amadwas (mly regi) de modem pueden ser orties9odos d bs onnodurm Imbn9a) rw son conectomerde monejoda, kwntoda y LTref EN UN CONSECUENt]AS DEL IMPROPIO FrW1El0 DE lA5 AWvLADURAS I�W1 PUEDE HUNDtMIENiO OE U ESTRUCTUR/1 ESTO PUEDE AESULTAR EN UNA PERDIDA SUBSTANC1Al DE TIEMPO, MATE- RAS NATE- Y POR IAS P �S WENNIiE�IA PISTNACIbN DE lA5 YMMADURAS (CABWUAS) Y NO COMODUN ' ON M lA FABp1CA00N YdPROP1A O OE DISEAOS Ants de b erarsi6n de Ia ornwdums ( �). d °f °r quo mdo miembm mtiendo wwasy Pam arc reunlbn sabre b segurfdod r to PbN^ P° �rarsbilydoees coraco el psoonso de U coapuW6n. EL REFUERZO TEMPORAL DE CONSTRUCCION Im ,.kms k 1 no son rrraoo I an rrIurro "=era PamWwo= b fronsersco rd b "ad6n de mfuw- sn eo nsnroodrL Todw bs refcomms kmpomks deben cum0a con b m6s nuew edid6n de CommentolY ord Remmmendeno^s el far Ftard6rg, kwoRirrg 6 &adng Merol Plore Canneded Wood Trusses (NIB). Publimd" Por Truss MoeIrattese y�o eoH s on los DOCUMENTOS DEL DISENO DE CONSTRUCCION we son proparo- dos por el dodbdor del rdrfido. 'REFUERZO PERMANENTEdums I DE ARMADURAS (CABRILLAS) B m0*91, e y dobe ser rrastrodo en bs OOCUMENTOS DEL DISENO DE CONSTRUCCION. los alloao^os del rehrerso pemw- nenle por los lrrdrAduoles miembms de compresl6n de vna omadum (mbrillo) de modem son wWadas por ell contrafift del eostradol en WS a o d eorrlD4BL'- mfift JOS co DISEsmicepO DE a rehww es ARMADURAS ( y deben ser el pmcedtmieroo propio de las amxKh ms (0"Ics) In WK*"la de tr , M sift d6n. de bs refLw m a las annodums (cebn1bs) y entonces al dent, del sisd l e dol o solechn kis o is espo EI lidodisefW s ddi a `"O dd ed'fido, yes en odid6nol ow del reberso Per- mwmo sold a bmbibn espedkodo b dadada del edifido. monenb, quo . LOSREQUISITOS DE DISENO ESPECIAL los requisibs de daeeo especial, tal coca el rehmw do vWft, el rehrerte de parol, el refuem slsmico, dWrogmas, bs poredes de wporodcn u ahelome!dw do amgo de paraferenrio y sus jwctums o bs omrodums (mbsifbs) de modern necaitar ser mardea mdos apoft Por el d'rschodor de eddido, Wien debe determinw el tomo6o, b ihad6n Tel. 6sedo de Www Pao sodas los mhmrms coma necesmb Pao resslir eshs'hserms. DESCARGAR Y LEVANTAR EVITA EL DOBLAJE LATERAL, NUNCATRATE LAS ARMADURAS (CABRILLAS) EN FORMA PLANA Al prinrJpb del proceso de de y Pa locos bs bsa de comasrcodn, neCesIto user c A&& pom cram EL DOBIA- JE LATERAL de Jos armoeums (a Wkn), We puede muss cafes o b modrro y'bs Ibmnas de juMrra• USE Cl11DAD0 ESpEt'1AL EN t]1MAVBITOSO. 51 115A 11NA, GRl1A DENTRO DE 10 PIS DE UN KLO DE HECTM CIDAD, PbNGASE EN CONTACTO CON U COMPAfd1A DE BfERGIA LOCAL Sl USA UNA GRIINTESA DMUO DE 5 MRIAS DE UN AEROPUERTO. PONGASE EN CONTACTO CON R AEROP- UERTO 30 DIA§ ADE LA CONSTRUC06N PARA APRENDER SOBRE ALGUNAS REGLAS' DE UWWAD QM EL ENCARGARSE DEL SITIO DE TRABA Lo bona de esporidar PC los ormodunu (oabrilig mayores en tomofm . TODAS IAS ARAAADl1RA§ (CABRILLAS) DEBEN SER RECOGIDAS POR IAS CUEMIAS DE ARA8311 EN $6Li POSIO6N VERTIG1l In mrrea opropiodc y el suet Bso pennilen qua sa se dafien bs omrodums (aRCD obe momemo del descorge. EI descmge debe ser hedro c ms del edilido pom redsr cel ilhu)vaws per dfrda, a correc hosso qu6 b inst 6ei6n empiece. la erecci6n o mono `de bs onnodsrrw (��) Pe^n ci6n quo el arceso doblole btaol seo PrevenWo. ' is = m L M amodurw Iceb�ba son aYrmnodas weminrrr, dsben is rdarsudm en ono rrransa InVtde sale0f y mKre. G pensral, cab 1. coma a Ir.dro eaaomeerr awes 6 b Yrsroted6n sr � a csraro rrcaario. 0a? ^drrdr J du6bfe Dumme el oln acen* a brgo plain, bs amodums (-6,W deben ere quo permhe venlilcci6n suhdente de W cmmdums (www. Si bs fines nwesimn atm abies Pam verdibd6n. EI PI6 w no a m so Use b borm de esporcidor en TOW omss sauce ions. Debe ser notodo quo inslinea de l- fines deb I aporddor-CONFORMARSE DENTRO', si esim li ws deben *CCMIfORAAARSE AFUER/C las armodums to doblen en b mitod. � DE LA MAMA of �- ib�..sr�labV �MbMp� b aMtlb m6s de 60 pia, a rammendade qqucroe arta berm de esporww sea. uses Pao bvordor ormodura (mb1fos) e b aserdo de mdbo y bs a"anb'a de sed a Im leder iltrslado. b bona de pies. dor'debo ser sujebdo debe ser o b obum "modes o'"'Caeca b chum shed oWosiroOdOr^eme 10 prey. M6s, b born de espaetidor moss a con b h„ omrodums (cobrilbs) polo impedir vok% cion. to bond de esporcdor puede ser de olguno Ciente poa Bewr can seguridod el Pew de bs mdrilbs de ormoduro y de b rigides suBdente pain cosi cuadomente el dobl* . bs onceo P (do641as). 0 mizd� Milk -iwIJSWAL '►s` AWWi SYSIEMS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (719) 598.5660 _ FAX (719) 598.8463 DETAILS FOR CONVENTIONALLY FRAMED VALLEY SETS PLAN VIEW A DETAIL A CENTER RIDGE_ P.AFTER I VALLEY RAFTER (TYP ) rOE NAILS I 2 X < (TYP) BLOCK Wl'-I < .16.d ?LAN VIEW DETAIL C 2 X 4 PURLIN I \ ^-_ 1 5- 2 X 4 BLOCK WITH 2 - 16d Notes: 0=_ TAIL 0 VALLEY RATER 2-160 TOE \ NAILS Cy qsS rOa TRUSS TOP 0 CHORD 7/t6 SHEA I RING ELEVATION VIEW EL VIEW .. The maximum To!al.Top Chord Load v 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 PSF The design for lateral loads and their =onnections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The details THE "TIE-IN" TRUSSES Provided address gravity and wind upti^ toads only per the UBC. The maximum wind speed is e5 MPH. 25 R Mean Roof B Height (max.), Exp. C. 16d box nails are typical throughout, except as noted (in details ). The Center Ridge Rafter ( CRR ) is 2 x 5 stud. Attach [his to C the 1 x 8 with < 16d loo nails ( 2 from each face I. Anach the opposite and to the truss the same. ELEVATION VIEW The Valley Rafters, purlins, and blocking. material are 2 x 4 stud. The blocking must be spaced 24- O.C. and be adequately braced in the lateral direction at 6-0-0 O.C. Att2ch this blocking to the Valley Rafter wilh 3-16d. Attach this blo:king to the purlin with 2-16d. The tnrases below the valley are spaced 24' O.0 , The purlinc•are full length under the vall.vy set and must be installed at 24' O.C. They are Io be attached to each overlapping truss lop chord with 2-16d nails. If ;hey are not one con!inuous length, add a 12- long . nailer to the face of the Iruss lop chord -Alh 4-16d 'End one purlin section. DETAIL g on the truss and begin the additional secl,on on the nailer. VALLEY RAFTER A 1 x 8 perimeter runner must be attaches through the sheathing and into each truss below vAlh 3-6d box nails. Th -s 1 x 8 follows the outside prorTie pf the valley. The Valley Rafters are spaced 24- O.C. Anach them to the CRR with 1 5 2-16d toe nails. Altach the opposite and tq the 1 x 8 with 3-8d toe nails. 2 X 4 BLOCK WITH 3 16d 0=_ TAIL 0 VALLEY RATER 2-160 TOE \ NAILS Cy qsS rOa TRUSS TOP 0 CHORD 7/t6 SHEA I RING ELEVATION VIEW EL VIEW .. PEAK PLATE: 3.4 (2x4) 5.5 12x6) - - 6.6 (2x01 MAXIMUM 1'-0" EAVE WITH BLOCKS @ 32"o.c. OR 2'-0" EAVE, 6'-0" MAXIMUM MAXIMUM, WITH 4x2 p2 OR BTR. i BRACE SPACING OUTLOOKERS CUT INTO GABLE @ II 32'o.c. y r 2x4 BRACE 20 A2 M1141MUM CONTINUOUS t� �I STRONGHACK BRACED TO ROOF II STRUCTUIIE AT 6'40" MAXIMUM. ii I1 $TFlONGBACI( AT; 2x4 STRONGBACK BRACED 4'-10" CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 4'-1.5'CLEARSPAN,80 MPH 1.5.3, TYPICAL \ CONNECTION MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24'o.c. BC SPLICE; 3.4 12x4) 5-5 (2x6) 6-6 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 00 MPH WIND EXPOSURE C. LESS THAN 20'-0' WALL HEIGHT. BRACING DETAILS CONTINUOUS BEARING WALL WALL BRACING PER BUILD DESIGNER. HEEL PLATE: 3-4 (2x4) — 5.5 (2x6) 6-6 (2X8) I ` F1 I'l 2x4 CONTINUOUS 13ACKING WITH 16d NAILS AT 24' O.C. TO THE WALL PLATE. GABLE END FRAMING CONNECTION DETAILS IMIN. NAIL REQUIREMENTS SHOWN) 2.x4 SOLID BLOCK WITH 3.16d NAILS Bid AT 6" o.c. SHEATHING TO GABLE EA. END AND 8d NAILS FROM SHEATHING TRUSS, 8d AT 6" o.c. TO BLOCK A7. 6'o.c. / / 1-16d / 2-16d 1 Ya' NOTCH @ 32' o.c. SOLID BLOCK \ WITH 2-16d TOE - 12,16d NAILED FA. END WITFI 4-'16d NAILS MODEL 20 UBC CONTINUOUS 2/11/99 ..GABLE DETAILS : rn T kv,&I. AIMA SYSTEMS INIISWAL SYSTEMS COAPORAIION WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. . This desgo is for an individual building component. It has been based on spoCISCalions provided by the component manufacturer and done in accord%Ince with the current versions of TPI and AFPA design standards. No reSDonsiblety, is assumed for dimensional accuracy. Dimensions are to the veo"d by tlae component manufacturer and/or budding designer prior to fabrication. The building designer shall aseeM b naln that the utailrid w, 11113 design meet or exceed the loading imposed by the focal building Code. 11 is assumed that the too Chord is laterally braced by the uM m Poor shoalNng and dts bottom Chord is laterally braced by a rigid sheathing material directly allacned, unless otherwise noted. Bracing minwn rs IOr lateral support of components members only to reduce buckling tength. This Component shell 0011 be placed n any environment that ...ill rause Ute moisture content of the wood exceed 195 and/or cause conneclor plate corrosion. Fabricate. handle. inslad and brag IRAs IN35 in acrorrlance wltn the (ollowrng slandards: 'TNUSCOM MANUAL' by Trioswat. 'DUALITY CONTROL STANDARD FOn METAL PLATE CONNECTEC WOOL) Int1SSES' • (OST88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' •,IHIB•91) aAd'HIB•91 SkIIAtAAnY SItEET' by TF1 The Tiuss Plate Institute (TPI( is located al 583 D'OnOfrro DINe. Mad.sbn. WlsConsin 53719. The American Forest and P•ap.}r ASsnaati in (AFPA) is located at 1250 Connecticut Ave. NW. Ste 200. Washington. UC 20036. r 4._ RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN -ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A � I BLOCK W}- BLOCK BLOCK O •STUDS @ AL 16TYP . ) J BLOCK TOP PLATES SECT. A -A PROCEDURE: 'j' -L L 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC.i 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (Ok EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE'AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ 'X' BRACING-\:�,. ��B.C. OF TRUSS OR ' END VERTICAL RUN 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. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 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 2 IWITOP PrkT 1-16d COMMON NAIL OR SIMPSON STC -(OR EQUIV.) �e WALL PARALLEL TO TRUSS TRUSS (TYP.) 2X4 BLOCKING BOT CH TOP PLATE SECT. C 1-16d COMMON NAIL OR , 4" P O.C. SIMPSON STC (OR EQUIV. nI, TY . ) TRUSS CLIP FILE NO. CD -1 r DATE: 9/10./92 O9Nl T REF.: DES. BY: L.M. Y: jY"j$MS NOTL: Vent Ulocks may be omilted where no vends required. U -1l, T-14• I g — N ; t O t. 1. I 7 7 O C � 1 i I o FH D -1l, T -1l Varlcs I to suit vent or outlooker Cutout ror 2x4 laid flat (Spacing per building lans) 1 Altcrnale Stud Con11cc1ion with Sia lis, \fes. StuJ ' Conncc!ion B.- 14V I " Crown ;1 1 1/l"long 0-2.5/1 - T-11 or equal IZ . -� varies DESIGN FOR TYPICAL GAULE: END TRUSS CABLE END TRUSS Cutout for'2xl lald flal .(Spacing per building plana TRUSS [2-16d tlail�c�o. Truss 1t f 1x1 Add-on t.c with 6dnailc at 16"0.r. (by builder) "OFF STUD')CUTOUTS lI- "ON STUD"CUTOUTS 2-Irid nails D -1l• T -1l 2-16d nail Plate LI :•.}5 DETAILS FOR.2 x l OUTLOOKERS GABLE END BRACING Coo �` F.Ue 110. Cable End Truss Dale. 121i/76 y:JN t Rcf: De s.Dy:JN Ck.Dy:': .t t+,m.Keo.t..actaane�r...ar-.....r.�»•.rut..l ta..:..ca.......l.v...�.,,,t.w...wa..:..v.�t�»..,:..w•..�a�....._.--'------ -- 1 ra�.+ovvr... nnnnct 4.yr X) 1 N s...r K ►.�.'T It 1 Wa A w.>n..l r . 11- I.rq.l ..N •, • I+`V•t 1 tw r+• b4 w .1 P • J (-..• XN« .. M 1�.... .. ti �.r.....n.. e•roa• wn 1.^ �^^ t w 4 t+....t •.•.e w•w.1.wr.•ar1••1.-D'1:•Wo.Mn.w..7f"•.w'r.�IwWNe�w•.11-.t...�h.w..4wevX..w.n.•�NM�. Oon{NOKalIaQlO/KJ�RNraC•t\ RONEL DTil E01• %-faT t..wr.Itit.rV'll'I:Ia Wt�..rMh...IT•31-bht.wn r•I•. w�•t w.. �+w.4..11'..rt"..a la... •,. �e Kn. Is✓w 'O•roe.r•It r. •ouw•+e�..... •nroM j['-'�['l ATLANT WrLam'-.:ovl..dtllfp00 m•..+o r..t�•wrylw+,w dl«tA r4 N1..•a..t ...... 1./s as W.•p�Mr♦•w1CA 0. X401 WAA IIt t♦ �],L�.L1(�y 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 present on the false frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a support 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' CDX 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 on 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). * False frame refers only To non-structural members (zero design forces). r- Typical Joint <1 . (2) 16d TOENAIL - CONT. 2X4 4050 C�'-S� SUPPORT TRUSS 72" O.C. TYP. 1630 (I,S-3) P3260 (5-5) 1630 I's --3) ` Q5 1630 PIGGYBACK DFTAII 4' PIGGYBACK = 3 .1/2"Y,8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END 3245 (-3-4) - - 1630 1630 7 7(z, 0 SP 3260 1.5X3 (ryp. . 24"/�S-.3� 3) 2X4 CONTINUOUS SUPPORT BRACING. Perms° AGN. ATTACH TO THE TOP SIDE OF TOP CHORD OF • REQUIRES 2X4 BRACE WHEN TRUSS SUPPORTING .PIGGYBACKS WITH (2) 10d' VERTICAL EXCEEDS. 5'-0".2 NAILS BRACES AT 10'-0" ETC. co �59T, cA n �i y3 SHOULDER DETAIL 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 REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. 2x4 CONTINUOUS LATERAL BRACING APPLIED AT 24"o.c.'l- ATTACH EACH BRACE TO THE BOTTOM TRUSS WITH 2-10d NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. �-( M Pea- DESsGNi CODE SPACING GATE UBC 24"o.c. 4-30-98 .T CAP CONNECTION DETAIL QKA'ZW.��I SYSIEMS IRUSWAL SYSTEMS CORPORAICN CO. MARE" WIND SPEED IS 85 MPH. SECTION yt . CAP TRUSS 2-16d NAILS TOENAILED,,�, ( 2.10d NAILS 2x4 BRACE \\\ BOTTOM TRUSS CHORD/WEB SIZE ARE' PER THE APPROPRIATE TRUSWAL DESIGN. o EcCDT W C �a 1 �4oP STAVE WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. The deslgn Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the Component manufacturer and/or building designer prior to labricahon. The building d@signer SRUI ascertain IRU the bads ulflixed On this design meet Or exceed the loading imposed by the local budding code. If is assumed Thal the lop Chord is laterally braced by the fool or floor sheathing and the bottom chord Is laterally Graced by a rigid sheathing material rfirecthr attached. unless otnervnse note? eracmg Shown is for lateral support of components members only to reduce buckling length. This comannenl shall not be placed many environment Inas will Cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle. installand brace this truss rn accordance won the followmg standards: •rnuSCOM MANUAL' by rtuswal.'OUALI TY CON TROT STANDARD FOR ! IETAL PLATE Co NN WOOD TRUSSES' • (OST69).'HANDLING INSTALLING AND 8nnCIrIG METAL PLATE CONNECTED WOOD TRUSSES' • (M18-91) and INIS-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI( is located at 580 O'Onolrio Drive. Madison. Wisconsin 53,719 The Amencan Forest and Paper Association (APPA) 13 located at 1250 Connecticut Ave. MY. Ste 200. Washington. OC 20078. 1105 J O Ll IT H ' S SaZU o W)vg'wQ-Licl�o ac�y dQ►- FTL - IC) fyo C.L5 N� 5 SN (s2134.uo �9 -7 dS cy-0.a cvai7 1 Z �. s'7 . QS GI 5 �It�'z loci' --r-r) --p —2=50Y --J-7d (vozL-Dr �-3 (YNo- a' - 7Y7s'd k L 1 1 PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD. UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 PSF _ ;111% tJG I TRUSS PRESSURE BLOCK PRESSURE BLOCK ` 3-10d W[TH 4-16d NAILS 3-10d 3-IOd \LENDJACK WITH 4-16d NAILS. 3-10d y 1 � BOTTOM CHORD OF fPRESSURE BLOCK 2'-0" O.C. TYPICAL HIP NO. 1 TRUSS - 1 3-10d 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 EP :n 4:. L-;i.E':lP PLATE CGOE SPACING GATE TW20 UBC NA 5/15/97 0wG. CA 014 ��11; 111[ n1. Snpfs 1910 t• OF Otri[os to ISCEnr11N IN\1 TWE LO -OS U11LI[E0 O - -IS OESIGn -fE1 On EICEEO 114 Un'..UE\0 10105 11°051.0 Or U4 sIAUC 1Unr. or ul "ro 111E 11.11. 10.05 IwnOSEO er I"C tOC\t eullOUlc CODE On Ulw(.n^IUII CI Iw\tlt nECOn05. rro "Es 01 flllr IS .SSV+IEO rOn 0111E /15IOu\l \C[IIIIC• v(olrr Ill ..,,- 11` Jars nn'On 10 "A""C llpl C rn4C10n ol\IC5 Snpvn.n1. fnUfvl 16. Id. On 70 W. AS SI(CIrI(0 r.nnlCIIrlQrl 11\1.1 COwnl• rIIN I14 QINItII+ Co, POL NVUIL' Of INE I"S VIII[ IIISIIIUIE III•(I 1110 rK 1 flusr4. InUStOw 101:'1 l \ll Pu4.ls LAI SnECIr IC\u+ OESIWulEO-Ir1E 10 et [Ow111 01.11D(D 0urolts usWAI .� sI9cl,l Evll;nc pa+ LII(lul nnKnTr IK oulnro 01 nrol�lou•l tMrss -rrnrn$ Is IIo1Eo o•, --IS On•-11 �1111� 0/516,11 \;�uwfs wr la• nrroln 1n et carr INuousl• nn.crD e• $14 \I111nG 11111 cs not orl sr s•\1(U 1110 n1 191❑ r,l 11 lnc IS \nNI !fU Olnl.l'f:.• 10 ulf nDllOr Cu01W. fI •••1Et•sl 6n\CIU \I Ilrll n•1\l5 1101 rrCf101.1c - p1/Q III' 0' 19 u;ali lul.(Ilrry nn/SiIS •nI CW1I0•fro IO Sf tr nnOr TSS19'u; /0 -IC( n1.G\no I,1G rt-rown, rn(C110•1 Unu;lly' w�11U1 I1, .(wlr5 nt101�1 U Ip mrl•lf lu r nn rQ o r 'en\ is 4 iil�L7 n 1 \N r 1 0 0 111 D OQr 1,rQlnG• Ir, n Hl [CUrwgrl 11 1� 17.0 uS5(S (nrq rliu4 u u U lass Anil n4 nr Co•n r\r 1 0o TRUSWALSYSTEMS CORPORATION Vi10'1 f1151 I"t 1 nL0C CI o!"", w\n. 1•III.nion gr1n IIID LOC\110115, C\1/I Il ['1i n5, u10 IK C110npsp0. 1141�Wi$D IQ on(A... I10 ..ROo[n 110V IU l •(111) 191 \ntl: .1111 C111Sull\Ilo,l IuusSES 511111 Irol er. nl\ctU 111 \.n (11vinOrwrrn 111u rnl c.us1. 11i[ rolio co•11I.11 Or 1Nr n CA COrnq C." f V'E COnnos10`I C\reE o, ru(rl w1.CE55\n•, IS 6ESf Of I nr Jlnllb loUS u•nl IUIIOn 0! F[oEa1C/1[E AND u1(n[r OnE 15 001510E n4 SCOPE 06 GESI`p151611111 .Q1 Inusr-L Job Name: STANDARD HIP RAID CER 8' SETBACK Truss ID: RAH -4 1 � O XX--COBC REAS 4IZZEEE�� 1REWO TOP CHORD 2x4 FL N1 & Btr. Plati ggspec • ANSI/TPI - 1995 DESIGN UPLIFT REACTION(S) 2 11- 2-11 761 1.50" 1.50't THIS IS THE COMPOSITE RESULT of fIULTIPLE WAD CASES. st.pport 1 -120# support 2 -109N SLIDER 2x4 FL N1 & Eltr. PLATE VALUES PER IC90 RESEARCH REPORT #1607. This truss is designed using the PLATING BASED ON GREEN LllBER VALUES. Permanent bracing is required (by others) to l(��C-W Code. Mg,Encl = prevent rotation/t ling. See HIR -91 and ANSI/TPI 1-1995; 10.3.4.5 10.3.4.6. = Yes, End Zane No Hurricane Ocean Line = No E Category C and , Bldg L h = 99.00ft, Bldg ildth = 30.00ft, psf Mean rco height = 18.32ft, MPH = 70 SYSTEMS Classification = 4, Dead lead = 12.0 psf o --iDAD CASE N1 DESIGN LOADS Deft Ratio: L/240 TC: L/180 Dir L.PLf L.Loc R.PIf R.Loc LL/TL e4e3 Northpark Dr., Gblo Sptiags, 00 80907 TC Vert .0 0-0-0 142.3 9-10-13 .53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 1 2. 83 3-54 4 -6 6�6 3 -(o IO -3-12 4-6 0 i � � t V J�sE �J i i tN. GAR 1 SHIP/ K A. r 1/2" GAP MAX 2-9-15 11-3-7 ; 2-0-0 3 4 1111 I1-1-12 TDF: Chk: n T'rus;raL Systems Plates are 20 ga. unless shown by ''"ifs"('Ib ya.) or qo,�, "H1106 a.), positioned per Joint Report. Circled plates and false frame plates are ositioned as shown above. .0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. O.C.Spacing 2- 0- 0 This design is for an Individual building component. It has been bated on speciricatigns provided by the component manufacturer and dont In Tw �� K accordance with the current version of TPI and AFPA design a6odaids. 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 shall ascertain drat the loads uulixed on psf tiuis design meet or exceed the loading imposed by Sts local building code. It Is assumed dont the top chord is laterally braced by the roof or. floor SYSTEMS sheathing and the bosom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral o support of components meinbars only to reduce buekling length. This component shall not be placed in any environment that will cause the moisture Deft Ratio: L/240 TC: L/180 coolant of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following e4e3 Northpark Dr., Gblo Sptiags, 00 80907 standards: TRUSCOM MANUAL', by Trusval, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST -88), 'IIANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (III0-91) and 'HIB -91 SUMMARY Tp5.0 Version 09.30.98 SI-IEW by TPI. The Truss Plate Instituto (TPI) h located at 583 D'Omlftin Drive, Madison, Wisconsin 53719. The American Forest and Piper Association (AFPA) 6 located at 1250 Connecticut Ave, NW, Ste eat, Washington, DC 20036. TDF: Chk: n .3 IWO: LLM10 Customer Name: NLC = 5 TC Dead 14.0 qo,�, Rep Mbr Bnd 1.00 BC Live .0 ;x/15/99 O.C.Spacing 2- 0- 0 Scale: 5/16" = 1' .3 IWO: LLM10 Customer Name: NLC = 5 TC Dead 14.0 psf Rep Mbr Bnd 1.00 BC Live .0 psf O.C.Spacing 2- 0- 0 BC Dead 10:0 psf Design Spec UBC -97 o Deft Ratio: L/240 TC: L/180 TOTAL 40.0 a Warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (t required by the CONSTRUCTION DESIGN DOCUMENTS) is required to property enact, brace. and conned the trusses to the building system. AO of the care and quality ImoNed In the design and manufacture of wood trusses can be jeopardized t the trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST S A SUBSTANTIAL LOSS OF TIME AND MATERIALS, AND AT WORST S A LOSS OF LIFE. THE MAJORITY OF TAUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE Prior to truss erection, the buklederedw shall meet with the erection crew for a set* and planning meeting, me" sure each crew member understands his or her roles and responsibilities during the erection Process• TEMPORARY ERECTION BRACING Trusaee we not marked In any way to Identify the frequency, or location of temporary erection bracing. All temporary bracing shall comply with to latest edition of Commentary and Recommendations for Handling. insgsift a SraoM Metal Plate Corveded Wood Trusses (HIB). pub - fished by Ore Truss Plate Ins iMe, andlor as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the liking designer. PERMANENT TRUSS BRACING Permanent bracing lar the tool or Noor trusses is the resporuibt'Hty of the buff fig designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for IndiA6. ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. Thisbradnng is needed for the proper performance of Individual busses within the tool or ttoor system The design and connection of the bracing to the buss and than to the overall building system is tha responsibility of the building ner, and Is in eddi tion to the pemrenent bracing Plan, which Is also specified by the building dasigner. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing . portal bracing seismic bracing, diaphragms. shear wets, or other load transfer elements and their oonrwcftu to wood trusses must be considered separately by the building designer, who shelf detemdne size, location, and method of cormeetions for 'all bracing as needed to resist these lorces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloadingprocess, and throughout all Phases Of construction , care must be taken to avoid LATERAL BENDING of busses. -which can cause darnage to the lumber and metal connector pates at the ) kit USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC UNE, CONTACT THE LOCAL POWER COMPANY. . IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 90 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING t. Spreader bar for Is tnMes d ® 4h ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION OI. Proper banding and smooth ground allow for unloading of busses without damage. This ehouid done as dose to the building site as possible to mhdmize handling. DO NOT break banding until Ire' lation begins. Hard'eredion of tnrsses Is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT 00 NOT STORE ON UNEVEN GROUND It trusses are stored verueab. OW ohne be braced In a if euum we Mata MRa=lift e 9 WOW bis m mama alit Wer phent of 9 a bPpw9• Genna9ft on arpa to ten ba arntrs, a as regdre4 b -do wtling of ere DsnArh9 is der tat per to YWaeasorn brral bsrrJrq and nrol 981r, . CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TN<1SSE During long term storage, trusses shell be Protected from the anvinonrnenl.ln a:menerthat PrOM for adequate ventilation of the trusses. if tarpaulins a other material is used, the ands;fist be lett OP for ventilation. Plastic Is not recommended, since If can bap maislu►e.' ;. HOISTLNG-.: ALL TRUSSES THAT ARE ERECTED ONE AT' A T1t1E!,S11A1 L; BE HELD SAFELY"IN POSIM BY THE ERECTION EQUIPMENT UNTIL SUCH TME;AS.i. .0 NECESSARY.BRACING HAS B INSTALLED ANDTHE ENDS OFTHETRUSSES ARE; URELY FASTENS 71M TME.BUILDING AVOID LATERAL:BENDING 112 ApW4eR 10 feet J up lo3Qfeei -. :. Truss sling is acceptable where these criteria are met. SPR31N AR SPREADER BAR TOTbE TOE IN TOE IN {� Appal bre b 9!d .� �� AoI bun t,��rhorsu�h� � up ro 60 feet a to 60ibat Taglbe Use spreader bar in ALL other cases. It should be rated that One lines from the ends of ire spree bar IME IM; it these tires should 'TOE OUT' to toss may bid it half. ftaver STRONGBACK/ SPREADER BAR 00 I.MUC —•)I f•--- ova so feet . Tngfine T, For Ming trusses with spans in excess of 601eet. If Is moom girded that a strongback/spreader bar used as tilustreted.The strongbaddspreader bar should be attached to i e top chord and web rtemt at intervals of approximately 10 feet Further, the strongback/spreader bar should be at or above mid -height of the tnm to prevent overwrni g. The strongback/apreader bar can be of any material t sufficient strength to safety carry the weight of the miss and suffidenl ngddy to adequately resist be Ing of the truss. SUPPORT REQUIRED EVERY 4'-0" MAXIMUM. 48" MAX B TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. \ HIP GIRDER (ONE OR MORE PLY). FOR WEDGE, USE (7) "� TUC -,'•t: ... , Pi��c I cir PLA t 0, i 4Ai;- V4i 1114 6" O.C. INTO TOP CHORD OF HIP GIRDER. 9 A HIP TRUSSES BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 3" OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1Od NAILS. 2. FOR REACTIONS GREATER THAN 3001!, 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. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING . DESIGNV�R. 7. RziFER TO OTHER DETAILS FOR SPECIFiC:ATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS SHOWN ONLY. IT 13 NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING OERIONER. IT IS CHE•RESPOlNSIBILPY OF OTHERS TO VERIFY THE'ADEQUACY %:,v ?Hi3 UETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. 1 r•; IDES: LM. 3EGINNING THE ERECTION PROCESS Is knponm for the brritder a erection maraca to provide substantial br"V lar me fest tress w0m" .T N two a refire uses making W Ua rest d the list to are tied to and rely Won the Polltnms rsmtxW sst eel br lepwisslabi. after Oft first Thin. P«tam' 50101 twee is adeWateN , Do reani ing trusses 'msww ray' upon des rte d On truse brec(rg system Oipatn * to • grest crier, on how wen the that group d lasses is traced. GROUND BRACE - EXTERIOR GROUND BRAC��N heW W OhiOitg « Ire satislactoy mamod ties the Bill unit d Mases dl to Anther saftl cam' Wading horn Ore e1 bA* b Oto r serifs of braces mal ere attached tD a stake d,ven Into wound mtdidons Proms it_ � interim at the groom curelych end seanored The wound brace lie I s first toss dgi* In Place sal ghoul, be supported as ano below a, b apt W Moor level, provided the Oma Is aAstantiaM Daro� d xdde. Additional ground braces In Uro OPpmYe deeC• 'arc capable of supporMg Ug ground brag ion, inside the Wndi g, an also rworwrenMd• Seaealy lasten the first buss W One nidAe d the buid- Note: Locate ground WM bg. Breve ma brach shriar to eaetior ground brsaing la fist buss directly In we shown at lefL Set busses horn the midde toward the erod Mm tl rows d lop (t dndon of Ue b9. cruors lateral leeaM ng leidw rem as before ovg floor braces ander seting recontainingb temporary of permmnert* busses 2nd. 3rd 8 4m cusses .— Fast Mss wan 2 r 4 fl WITU it or t unperay a�flotdmg (helP$ When Metalling. long dear spanFirst Mw I* be well trusses) braced Oebre aretlian GronrM d dctlotnl uNts. "emDer bndrg Ground braeeuY B.arw br trusses Luhd atama AToirnUnl Two 180 Double Heeded Na0.s �p 2r4 rrinirsin else wa.w..eVaod . This rbo'ansingle 1 12• story WPOratlan • Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. LI... ERECTION TOLERANCE Length Lenp dPharb Bob laroth r3Z8.T37t6W37 .•1' Lt • -} a over .2' C npW* With erection lows hms It critical W sc ivift an accepeNe rot or lbor Yoe. AND TO ACCOMPLISHING EFFECTIVE BRACINO..G,eOYg eusess urw inialwanou me fist IFns vAp prevem me meed for h hvardoaa Prt�We d reapadrg 6 adiustbg buss" When rod sheit," a Mol Palms am Installed Tnseee benig or Ware9 can muse nays I recce Ute Imp dnoraa when eheaheg b prod. and create erMaative saesses On the bracknit chichi b • frequeri mntae d) don*.,np. WHEg SHEATHING, MAKE SURE NAILS ARE DRIVEN OM THE TOP CHORD OF THE TRUSSES BRACING DO NOT:INSTALLT'RUSSES . DO NOT•WALK ON DO NOT WALK ON TRUSSES ON.TEM06RARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FLAT CONNECTEDtUPPORTS dd� AY aMwrw hangers. %dmvte, seats. beadn910d9w% ru W. met are pert d Vre supporting ebdwrre shell be �e ts Brew accurately and PAY, pis cad -and, permene,b e, •. ral had belae buss I stallation. beons.-NO trustee ' ones ever be bWei•d on anchors or ties Osl hove tern• loy coa<lbrs tD'the suppenbg euudrre. direction pn :'41§0 ce SCABS'TO THE END OF THE BUILDiNG'TO ikxoe BRACE -THE FIRST TRUSS IS NOT RECOMMENDED . AlIneirq d bm" ahold be done " that nays are WELL NAILED NAILS'IN WITHDRAWAL; driven pwpw SmAe 1D Ur direction d form, as arm. (PEWDO7ICULARTO FORCE) (PARALLEI: 'FOR MI ..pt rigm :: BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Tamppay snCOentnsl be applied W ft"ft"Planes d the rod m syste. W ensue stab67 plane 1) Top Chord Scr (elwUhbhp), Pians ) � Bogg an Chord (Deaig Plano). end Plane 3) Web Isenber plane or veriest Diane penpehdieanr to trushtas. pe 1) TOP CHORD PLANE Mot brPwWd W Um bhr11 ' a 2) BOTTOM OaRD .,blvd _ t In ardw to nPOray bract 9 hold pIs rbc' erection tmraracpr Is btar, - In Do ph" d me top spacing on the an the WD ad or boll" blvd. . A,'Tnss War pelds an aswPdW WWudding beral b«s.,ded belcre they M. or shaaOned. GOntIMAMM . Top Clwr Wad Web mambas lateral txadg bracing Yteral C son" plq«ul C brednB wit i bra x4 Mapped Chad P. Meirirrtrh y4:10' S war two trusses el lateral bracing lapped W 17 ' each sed. curer two trusses each and. Connect end - Not W scab.of brat"a doh Otggonslm every a Intervals nchg a(repas bot eels).' . 7".Z. to cusses ' • Long spent, heavy Inds or cow spacing onfigurabons EXACT SPACING BETWEEN TRUSSES SHOULD BE mall regiro oDser -sen catween lags treeing and MAINTAINED AS BRACING IS INSTALLED W avoid the closer imeKdb Dep'een ds9orhals• Ccru h �� alt ''goer HIB, OSB (Recpnawnded Design SpeaAmDo S hasardots practice d removirg brecW9 W edited spec' by Tetrptnra 7 Braod9 _d Mew -fate Connected �rs erg. This act d •djusft apadW can cause busses W Truss s) m WTCA1s T. TadhnologY IDPPte fl wrrxctbrt are removed at the wrap Oma. Tenp«ery &sling Dyer 3) WEB 5 CRITICAL IN PER REVEHTINBG TRUSSENG- ASSHOWN' LEANING OR DOMINOING. REPEAT AS SHMN TO CREATE A SUCCESSION OF RIGID UNITS Continuous 1 X4redg lateral bracing Web m=m ie --15' '15 max mat x.brad,g ehocd be lnstand on venkel web nhetrhbere rherever possmle. at or new lateral bledg• Plywood sheaming may be substituted for X4x9d g. . .Web nmmbm TA Bram the 'df 11 2d •,c S BaRern clods Nom: Top ctnords vel sone wab. rnembes are itch •e.v c ti areae W make darrrge neon readable. DO NOT USE SHORT BLOCKS TO BRACy_ INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' ,a - STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE ' Platform trust NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACEDTRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. be rlgiuy bnraa p,6W 6sMbutbn of cornuuctm "01801als te • IIIIRt dnrbg msM+ciorl ADmple� saAe lord Daebet wen Always aside maletalaover, hro or mor. Msees Nal W armed 49' ttta6nln burn baering 4.O' 4W Rcoryg rid InedWnical COfigctdre are cautioned W sed tdaetab Inill or distd), over Inside 84 h'ssM ata not OesWod jor dynamic Wads (La, nh«Y19 aelJdes). Extreme mea shoal be taken When badvg std atadrbg orsbWlsn mate,ab (road roorm. rnadsrical equip' mea. sic.) On the red of floor system. . " panel DDea .. r to, t,.c hs imi equyrrnei'sM►0 be located a Panel Palo 00im) or over man suppor" rnxrib m and any on busses that he" been desgsd lar such bactL CAUTION -NOTES Enure W tas70itnY wes.endlo denerakm or enors by 11 SW be Can ad in Dna contractor Or resporsibler m1F ntrudbn bade sUbcOnI Ictm Of supplier BEFORE erection d hostas begins. Cuttng d norsmroeal ovedungn is cWMW rd a pan d nomnl eredW red OW be dorm by Vw Iki ' a erection coo- tractor. Any Odd modification that involves me OMS dreg, a telxetion d cul' structural utast member or contractor pica chub not be dere Without the approve' d the mss MM43orer or a imruW deign prdasfatal• . ul ftw .4 rod The nwmoas ane pmesarrd DYDned are it l . d W ane a Owl h wd eoortbnig edon wdvm Wr d Infarre cep► rn s m SAFELY to Pew In a npleted abuc un yheremrmpa rswndadIwa 1—oma eua OvSiss hence M We"uavirel personnel In ecu wood aux Industry. Dui must an e h robes d res woblides anrdva4 be presentedpay u a GUIDE for el use td a quelled Ohidhq dxlpwr, bAdw. Or aectbn pAwadp. lies h Woad tiro Cued d Amelx .weaW drdaire p7 resparam" a dvvuvs9ss wires &pre h use, appsneat a rescue o h raooervrvevWaahs end ihErrrh� don c d i ad trr.ir. Selected tea and Bgues nNra wed or reproduced hcm HIS and DSS Ay PORY"On of the ThW Plug Institute. Madism WL ,r WOOD TRUSS COOUUNC LL�OF AMERICA one8300 Enterprise Lane Madison, VIII 53719 608w 4949.608274-3329 fax Wtca®WODdtn1SS.O= - W W W.WOOdtftr3S.COm Ceurid of America DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! Calrp"o 1995-M YIod Trues rwwnll•1lwwah@ r :MPEZAR EL PROCESO DE ERECCION d oa,wudor e d mtaaista d. vecdEn rrontm,gts b reivaws sustaddo Polo b pteesr °1A10d'"O l°0b'IB0) Iprp1°o- Im vgua�.m anroduidm loel•�buYo de d eri,edum (�E«) «bd�vA �O ^do 6 amioduias ,amen., daspds aii vim« sbdaos) b+•dada dePadm dd pdtuer bub pole aMeer abbPdod Ad, b cdlded dd risbna b wMem.n b ommdwas loohdbd ,Venae nmdm to.i da m d• nJb dd P idw 66- EL REFU13lZ0 SUELO - RijER10R ft ZO S 0 • aT1�110R b ahem d. edRde a b MAclmxs . mdwdo .6A mm ob el pi - rum de b anmdaa Oae ukbdo wwbdotb � d •dolor a ola b Pin an mdu• tbdMas) b as sal. d• b r.4.rr« tpw ton supodot ralu w , n ardo praAlben sn pW d6n dd' dwlw ci d.d dd Pee. con e m tb.ado an d web t a axbdo Dore sgaldod. (! _6 od ndwto deb wa,Vorodo mem memo oix o o a bl d. Mel Poe sro =W6 •ek.doieerY / oiPa< de sabrter open- a oambac Mda rebmao 6 Pwb to b detstddn apuesb, b Mans de b r*=ro d �' � �� b emicr dd ediido. on acw"Oudm km.-- - tl � �a d aade Iado d Mn dd e0do. obex Cuba b r.6- 6 e•b Pa b Cetm--,% "brew d. pknw grw. d. wyn pbrorod,.• YcYgid a,,..y.emirr bmo de woe adm de aw b ah -m de Pio t d:•.d. ten idm 1e L M b awde dt de Ia eamdam kAdW. - - O.sa�e�► m.ra lido. L4 mbino 1) a RMiD DE IA CIIHIDA DE APSAk a rskm"raodr O� do loamrdo de arrom m b mos wowk" Pew 'trotwo d. C16. b omedwa WAW&) d. b awrda a. a,db tc .on wp.'bbs o asmber onto d• ve• Caen nlormdm a wwdidm. b er.s s e•o .r4•m tt•ml t b rent b y.nte wde Yo �ise DE ERECCION =v. T y T PARA REAbaM a REFUERZO EFL I Pa b a>a.nb• P.&Wrz de — . bCalodo.. Im ormod,.m lao6 9esl !DO REVISIE. 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TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 COC1003160A 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering_ software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on merjoers for which it is required to reduce buckling length. Sealed engineering d-7awings from Truswal will show the required number and approximate locations c`" 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 CL bracing is not possible or desirable) that will also satisfy bracing . ^eeds for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace may be nailed flat to to edge of the member with 10d common or box nails a'i 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the. ,member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimus ; 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 anv other approved method, as specified and approved by the building designer. Please contact a Tc ,t 90% L I engine i i 9li EXAMPLES 90% L 2. re any questions. :0 �1