Loading...
BRES2022-1086 Truss Calcs Revision 1OMEGATRUSS SYSTEMS, INC. 1301 MONTAL.YO WAY BLDNG 4 &. 6, PALM SPRINGS, CALIFORNIA 92262 P:760-9S6-7177 WWW.OMEGAEPELCOM a!4 d;;z4e, 77.:eeatrz7, 7?Pliee/`/rL to%n isi. rf e0. .:6 ,ee: � tAudi TRUSS ENGINEERING TODAY'S DATE: 8/15/2023 PROJECT Murray Residence 57600 Coral Mountain Court La Quinta, CA CONTENT Truss Layout Truss to Truss Hardware List Truss Calculations REVISION #1 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE07/10/2024 BY OMEGA TRUSS SYSTEMS: THE HIGHEST QUALITY TRUSS ENGINEERING, LAYOUTS, AND FABRICATION. (9108IXZ Fs) .909 ti£ RA STRUCTURAL ENGINEERING,INC 1kEVIEWED o REVISE AND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe satisfactory / manner. By: R.A. Date: 08/15/23 *NOTE: ONLY STRUCTURAL ELEMENTS HAVE BEEN REVIEWED DIMENSIONS & ELEVATIONS TO BE VERIFIED BY ARCHITECT O 2 � O0 II'-4-3/4 PLT (24" HEEL) 10-9-3/4" B.O.B. (5-1/2X18 GLB) CONVENTIONAL FRAME BY OTHERS LT 10'-9-3/4" B.O.B. (5-I/2X18 GLB) 10-0-3/4" B.O.B. (6XI0 BM) 10'0-3/4" PLT A/C CH (5-1/2X18 W9 ZIX9)'50'H .b/£-0-AI (9"I0 Z/I-9IXZ 19'-0-3/4" PLT 1 CONVENTIONAL F BY OTHERS E 10'2-1/4" B.O.B. (18X6 HSS) 19"0-3/4" PLT 10'-0 3/4" B.O.B. (S1/2X16H/ •i� GLB) 10'-93/4" B.O.B. (5-1/2X18 GLB) 20' 9" 10'-9-3/4" B.O.B. (S-1/2X18 GLB) FROM SLAB = 0'-0" RAKE WALL 260 PLF SLOPED CEILING SLOPED CEILING 0 CONVENI IONAL FRAME BY OTHERS 12,0-3/4" PLT -7/1 1-GB 1-DT K'44 0-3/4" PLT 200 PLF 13' 10" 24 7-1/16• 9,15/16" 200 PLF 9'-0-3/4" PLT 1-GBD 10,0-3/4" PLT 10'-0-3/4" SOT 21.41/16' 9'0-3/4" B.O.T. Li 31'6-1/ 8" 7-1/2" BM PKT 10,0-3/4" BO.B. (6X8 BM) 200 PI I I7A/-3 4 B()T. 12-0-3 4` ROS O ? fa m O 10'-0-3/4" B.O.T. H2 H2 H2 18'7-1/2 20C PLF HIA-DT • O.• O (100 0-.OS 4 4 0 9' rn 10'-0-3/4 13.0.6. (5-1/2XI2 GLB) 19'-0-3'4" PLT 388-7/8 12'-6-3/4" B.O.B. (5- /2X12 GLB) 10'-0-3/4" B.O.B (5-1/2X12 GLB) .6I 01 W9 3A09tl liVAS ANOd 12 0-(4` P( )_I 10'0-3/4" B.O.T. HI 18'7-1/2" 18'5-3/4 10'-0-3/4" B.O.T. 200 PLF .L'ld .t/£-0-.0I 200 PLF 9'-3/4" PLT 9'-0-3/4" PLT 0'-10" HEEL) /IC-GBDT 1 I 0 A/C CLINE A/C CI.ASE (H9D ZIXZ/I-S) 909 10'03/4" PLT (1'-6" HEEL) 6 9'-0-3/4" B.0 ',. (6XI ' B 6,O• O m p A/C CHAE . 4/4" BOB 1 '-0-3 4" P T 9'-9-3/4 PLT I 1'5" -�-r 13 _ _ 2' 0" 2' 0" j 2'0" 2'0' AC / 2'0" CHASE 2'0" 9 C. y A/C CHA - 0 11' 10-1/2" IMRE 9'-0-3/4" PLT (2' 6" HEEL) 13' 8-1 /2" n 10'' 5 3/4" PLT (8" F I IF; EEL) LOW ROOF -TRUSS LAYOUT 13' 9-3/4" PLT (12" HEEL) 2 0" 3/4" B.O.I. 10'-53/4" PLT (8" HEEL) I® 7/8" HEEL) 2 0.. 10'-5-3/4" PLT (8" HEEL) m2 00 oa 60 PLF 10'03/4' B.O.0(005 TRUSS (I'-4" HLEU 9'-0-3/4" PLT 360 PLP F3A-DT '-0- 4" P T 30' 9-1/4" 6'4-7/16" 9'- 3-3/ " B.O.: (5-1/2X15 DESIGN CRITERIA 2019 CBC WIND SPEED: 110 MPH DESIGN LOADS ROOF LOAD - SLOPED TC LL= 20 PSF TC DL= 25 PSF BC LL= 0 PSF BC DL= 7 PSF ROOF LOAD - FLAT TC LL= 20 PSF TC DL= 9 PSF BC LI, 0 PSF BC DL= 7 PSF FLOOR LOAD TC LL= 40 PSF TC DL= 11 PSF BC LL= 0 PSF BC DL= 7 PSF DECK LOAD TC LL= 60 PSF TC DL= 29 PSF BC LL= 0 PSF BC DL= 13 PSF ADD TC DL= 4 PSF FOR SOLAR ADD BC DI, 5 PSF FOR STUCCO CEILING 32' 1" 20' 2-1/4" 17'8.1/4" 9'-0-3/4" PLT 200 PLF 9'-0-3/4" PLT (2'-1-1/4" HEEL) 7 6" G4-GBDT G4A G4B G4-GT 9"0-3/4" B.O.B. {W12X40 (12HX8W+2-I/2NLR TOP+TH NLR)} 9'-0-3/4" PLT LIGHTING INDEX 1111ILA EOM IX( (((1 01(1-D CIRCLES REPRESENT 10" RECESSED LIGHT CANS. PLEASE REVIEW EACH COLOR INDICATION WITH ITS CORRELATION WITHIN THE TRUSS LAYOUT; EITHER APPROVED OR REJECT. IF REJECT PLEASE MARKUP THIS LAYOUT AND THE EXACT LOCATION BY DIMENSIONING THE WHEREABOUTS OF THE NEW DESIRED LOCATION. seS THE RED CIRCLE INDICATES A TRUSS OR BEAM IMPEDING THE RECESSED LIGHT LOCATION. PLEASE ADVISE THE GREEN CIRCLE INDICATES A REASONABLE WORKABLE LIGHT LOCATION. PLEASE REVIEW AND APPROVED. THE BLUE CIRCLE INDICATES THAT THE BOTTOM CHORD OF THE TRUSS HAS BEEN DESIGNED AND ENGINEERED TO RECEIVE THE RECESSED LIGHT. PLEASE REVIEW AND APPROVED. THE GREY CIRCLE INDICATES A RECESSED LIGHTS WITHIN A DROPPED CEILING. THI-.1 I I:\VE BEEN SHOW HERE IN ORDER TO BETTER HELP THE FRAMER LOCATE I.ICI Il \REAS TO CONSIDER FRAMING FOR WITH THE DROPPED CEILINGS. MECHANICAL INDEX THE FOLLOWING COLORED RECTANGLE REPRESENT 10" RECESSED MECHANICAL GRILL PLEASE REVIEW EACH COLOR INDICATION WITH ITS CORRELATION WITHIN THE TRUSS LAYOUT; EITHER APPROVED OR REJECT. IF REJECT PLEASE MARKUP THIS LAYOUT AND THE EXACT LOCATION BY DIMENSIONING THE WHEREABOUTS OF THE NEW DESIRED LOCATION. THE RED RECTANGLE REPRESENTS THE RETURN OR SUPPLY GRILL IS BEING IMPEDED BY BEAM OR A NON -MOVABLE TRUSS. PLEASE REVIEW THE TRUSS PROFILE/ENGINEERIN( IN ORDER TO VERIFY THE NEW LOCATION OF THE GRILL AND INCOMING RETURN OR SUPPLY DUCTING. THE GREEN RECTANGLE REPRESENTS A REASONABLE, WORKABLE MECHANICAL GRILL LOCATION. HOWEVER, PLEASE REVIEW THE TRUSS PROFILE/ENGINEERING IN ORDER TO VERIFY THE PROPER LOCATION OF THE GRILL AND THE RECEPTION OF THE INCOMING RETURN OR SUPPLY DUCTING. THE BLUE RI C'I:\NGI I' RI'PRIiSI NTS THAT THE BOTTOM CHORD OF THE TRUSS HAS BEEN DESK ON 1 ) RI (I I\ E II RI IURN OR SUPPLY GRILL HOWEVER, PLEASE REVIEW THE TRUSS 11ROI ILL LNGINELRING IN ORDER TO VERIFY THE PROPER LOCATION OF THF_GRLU_AND THERECFP_TIS)N. OE THEINCOMING RETURN. OR.SUPPI_Y J3UCLING_. THE GREY RECTANGLE REPRESENTS RETURN OR SUPPLY GRILL IS BELOW THE BOTTOM CHORD OF TRUSSES. THEY HAVE BEEN SHOWN HERE IN ORDER TO BETTER HELP THE FRAMER LOCATED LIGHT AREAS TO CONSIDER FRAMING FOR WITH THE DROPPER CEILING',. ABBR. INDEX IiQB. 11O. 2X LEDGER 13( )11 IL O.R. PLT T.O.B. 10.P. OS BA1 I II )R 1;K'G. 111 M/. E Fl_ VIG. / 1B- MLR N. O'C /'I B. PI AVD. RFQ'D 1.11. ( 1:G PM. GT GB DT LF. \I.U. LEGEND • X (BOTTOM OF BEAM) (BOTTOM OF LEDGER, OVER WALUSHEAR/BEAM) (BOTTOM OF TRUSS) (ENGINEER OF RECORD) (BEARING PLATE HEIGHT) (TOP OF BEAM) (TOP OF RIDGE) (TOP OF SHEATHING) (BEAM) (HEADER) (POCKET) (ABOVE) (BLOCKING) (BELOW) (EXISTING) (FLUSH) (FRAMING) (GLUE -LAMINATED BEAM) (KING POST) (MICRO=LAM BEAM) (NEW) (ON CENTER) (PARALLAM BEAM) (PLYWOOD) (REQUIRED) (VERIFY IN FIELD) (CEILING) (PARALLEL -STRAND LUMBER) (GIRDERTRUSS) (GABLE TRUSS) (DRAG TRUSS) (FINISH FLOOR) (BLOCK/CONCRETE WALL) BEARING WALL NON -BEARING BEAM STEEL BEAM EXISTING WALL CM.U. WALL STEEL POST ATTIC ACCES A/C CHASE A/C UNIT SIMPSON HARDWARE SCHEDULE: A, Al, A2 (MUS26) C, Cl, C2, CA-DT (LUS26) C-DT, CB-DT (LUC210Z) D, DA (HTU26) E (MUS26) F, F-DT, F1, F6 (HTU26) F3, F3A, F3A-DT, F5 (HTU210) GA, GA-DT, G1-DT, G1 (MUS26) G3, G3A, G4A, G4B (HUS26) G4-GT (HGUS26-2) H, H1, H2 (HUS26) I (HTU210) IA, IA-DT, IB (MUS26) I-GT, IA-GT, IB-GT (HTU210-2) N1, N1-DT, N1A (LUS26) FRAMER TO CONFIRM ALL SPANS AS FOLLOWS: Framer shall be given two truss layouts; the Framer shall keep one for his/her use, and one shall be brought back to Omega for revisions, and, or confirmations. Framer shall place a circle around each span on this truss layout; if the span is good, please place your initial next to the encircled span dimension. If the span needs to change, please circle the noted span, place an X through the encircled span, write down the requested dimension, and then initial the requested dimension. Note: if a dimension needs to be changed; all dimensions affected by this dimensional change shall be revised, following the same encircled and initialed procedure as detailed above. Note: fabrication and delivery dates are directly driven by Omega receiving the confirmation layout from the Framer. a P: 760-986-7177 WWW.OMEGAEPEI.COM x GUEST HOUSE -TRUSS LAYOUT RA STRUCTURAL ENGINEERING,INC NeREVIEWED o REVISE AND RESUBMIT o REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe satisfactory / manner. By: R.A. Date: 08/15/23 *NOTE: ONLY STRUCTURAL ELEMENTS HAVE BEEN REVIEWED DIMENSIONS & ELEVATIONS TO BE VERIFIED BY ARCHITECT 10'-0-3/4" PLT (3'1-1/4" HEEL) l0'-0-3/4" PLT (3'-0" HEEL) CONVENTIONAL FRAME BY OTHERS J 10'-0-3/4" PLT (1'-7-3/4" HEEL) ao' o" • 10'0-3/4" PLT (3'-1-1/4" HEEL) 10'-0-3/4" PLT (3'0" HEEL) CONVENTIONAL FRAME BY OTHERS 10'0-3/4 PLT 0 9'-0-3/4" PLT FROOM OFFICF 2ND FLOOR 38' 8-7/8 19'-03/4" PLT (1'-8" HEEL) FROM IST FLOOR LEVEL 8 200 PLF 9'0-3/4" IOM OFFICE 2ND FLOOR 9'fr ^•: LT FROOM OFF' 2ND FLOOR �. 1 1 2' 0.. O' 0 1.10• 1.10" ' ' 2. 0. ' ' O PA-DT dI -t:V q O mO A/C CHASI LL AI CHASE 19' 1_.v2" o LL 3' 11-1/2" 2' 6" ra• rm ra• rm r0• ` •' •' O p o 5 m 0 I- mm 0 / C CHASE 11' 4-1/2" 9'0-3/4' PLT FROM OFFICE 21,11 743/4' PLT FROM BATH 2NL N-GBDT , O o I 0 O O O O 0 0 rZ 0 § ' 10'03.+' 2 E DFFLOOR 11 B.O. K;14 2'0•• u, 9' FROOM 0-3/4, PLT OFFICE (1'-8 2ND HEEL) FLOOR Ln Pp ri , ao i-IIa .TIFROM�AFIrI� z E• ° 1. 9-1)2.. cn z z 1 S1 0, 0 V z 9'0-3/4" PLT (12• HEEL) FROM OFFICE 2ND FLOOR 703/4' PLT (12" HEEL) FROM BATH 2ND FLOOR A/C CHASI CHASE • 38' 8. -0"T() 1/ /8" D( .1 Ili()\ IST FLOG Fib LEVEL 2 o" C'(31:\SI A/C CHASE 0 19 0-3/4" PLT (I'-8" HEEL FROM IST FLOOR LEVEL 9'-0-3/4" PLT 2ND. FLOOR AND HIGH ROOF -TRUSS LAYOUT -j — r 1' / 1' 8" 0 m 11'10 9'6-3/4" PLT (1'-7-1/4" HEEL) FROM SLAB = -1'0" N II'-1-3/4" PLT FROi SLAB = -I' 2' 0" 1' 10" . DtIPII3J G3dOIS 1' 5-1/ I I A/C CHASE A/C HASE A/C CFIASE I° II Y J A 1 o I I O z n 16'-7" PLT FRO1I SLAB =-I • 1 4" H Co A — aH 0 z n 15' 11" y.0 16'-7" PCI FROM SLAB = J_-0.8 uio/£-E-ZI 0 7 03 O 0 N 12-3-3/4" PLT (4'4-5/8" HEEL) FROM SLAB = -1'-0" PARTIAL LOW ROOF -TRUSS LAYOUT 9'-0-3/4' PLT (2'-0" HEEL) 10' 43/4" 200 PLF A ,., L' ei 9' h iV 13/4 6X6 a B. BM) ...,' 9'-0-3/4" PLT I II I II u I .. rs 20' 12'- • 20' 1/4" T.O. RlE '-4" T.O. RIGS GE FROM FROM 1?T m" 2,1D FLOOR FLOOR LI FAIL EL r0• .. ra• ra• ... y 1'3• a• 2.0• •* 2' 0. 2.0. EMI-GBDT za• r0• oti / a. 0. 0. 0 0 s a •. i 71 7 0" 0" 0. 0. 0. �. ..aU O 9'03/4 PLT (5-1/2" HEEL) 30'9-1/4" 9P0-3/4 PLT 30 DESIGN CRITERIA 2019 CBC WIND SPEED: 110 MPH DESIGN LOADS ROOF LOAD - SLOPED TC LL= 20 PSF TC DL= 25 PSF BC LL= 0 PSF BC DL= 7 PSF ROOF LOAD - FLAT TC LL= 20 PSF TC DL= 9 PSF BC LL= 0 PSF BC DL= 7 PSF FLOOR LOAD TC LL= 40 PSF TC DL= 11 PSF BC LL= 0 PSF BC DL= 7 PSF DECK LOAD TC LL= 60 PSF TC DL= 29 PSF BC LL= 0 PSF BC DL= 13 PSF ADD TC DL= 4 PSF FOR SOLAR ADD BC DL= 5 PSF FOR STUCCO CEILING LIGHTING INDEX THE FOLLOWING COLORED CIRCLES REPRESENT 10" RECESSED LIGHT CANS. PLEASE REVIEW EACH COLOR INDICATION WITH ITS CORRELATION WITHIN THE TRUSS LAYOUT; EITHER APPROVED OR REJECT. IF REJECT PLEASE MARKUP THIS LAYOUT AND THE EXACT LOCATION BY DIMENSIONING THE WHEREABOUTS OF THE NEW DESIRED LOCATION. THE RED CIRCLE INDICATES A TRUSS OR BEAM IMPEDING THE RECESSED LIGHT LOCATION. PLEASE ADVISE THE GREEN CIRCLE INDICATES A REASONABLE WORKABLE LIGHT LOCATION. PLEASE REVIEW AND APPROVED. THE BLUE CIRCLE INDICATES THAT THE BOTTOM CHORD OF THE TRUSS HAS BEEN DESIGNED AND ENGINEERED TO RECEIVE THE RECESSED LIGHT. PLEASE REVIEW AND APPROVED. THE GREY CIRCLE INDICATES A RECESSED LIGHTS WITHIN A DROPPED CEILING. THEY HAVE BEEN SHOW HERE IN ORDER TO BETTER HELP THE FRAMER LOCATE LIGHT AREAS TO CONSIDER FRAMING FOR WITH THE DROPPED CEILINGS. MECHANICAL INDEX THE FOLLOWING COLORED RECTANGLE REPRESENT 10" RECESSED MECHANICAL GRILL PLEASE REVIEW EACH COLOR INDICATION WITH ITS CORRELATION WITHIN THE TRUSS LAYOUT; EITHER APPROVED OR REJECT. IF REJECT PLEASE MARKUP THIS LAYOUT AND THE EXACT LOCATION BY DIMENSIONING THE WHEREABOUTS OF THE NEW DESIRED LOCATION. THE RED RECTANGLE REPRESENTS THE RETURN OR SUPPLY GRILL IS BEING IMPEDED BY BEAM OR A NON -MOVABLE TRUSS. PLEASE REVIEW THE TRUSS PROFILE/ENGINEERIN(� IN ORDER TO VERIFY THE NEW LOCATION OF THE GRILL AND INCOMING RETURN OR SUPPLY DUCTING. THE GREEN RECTANGLE REPRESENTS A REASONABLE, WORKABLE MECHANICAL GRILL LOCATION. HOWEVER, PLEASE REVIEW THE TRUSS PROFILE/ENGINEERING IN ORDER TO VERIFY THE PROPER LOCATION OF THE GRILL AND THE RECEPTION OF THE INCOMING RETURN OR SUPPLY DUCTING. THE BLUE RIIC'F:\NGLI' RI'PRIISI NTS THAT THE BOTTOM CHORD OF THE TRUSS HAS BEEN DESI( i\ 1 0 121 (1 I\ I: 1'1 11. 121= [URN OR SUPPLY GRILL HOWEVER, PLEASE REVIEW THE TRUSS 1'120I ILL L\GINLERI\G IN ORDER TO VERIFY THE PROPER LOCATION OF THF_CALU_)\ND THERFCFP_TIE)N. OE THE-INCOMINGREEURN. OR .SUPPLY J0DCLING__. THE GREY RECTANGLE REPRESENTS RETURN OR SUPPLY GRILL IS BELOW THE BOTTOM CHORD OF TRUSSES. THEY HAVE BEEN SHOWN HERE IN ORDER TO BETTER HELP THE FRAMER LOCATED LIGHT AREAS TO CONSIDER FRAMING FOR WITH THE DROPPER CEILING',. ABBR. INDEX B.O.B. (BOTTOM OF BEAM) B.O. 2X LEDGER (BOTTOM OF LEDGER, OVER WALUSHEAR/BEAM) B.O.T. (BOTTOM OF TRUSS) EO.R. (ENGINEER OF RECORD) PLT (BEARING PLATE HEIGHT) T.O.B. (TOP OF BEAM) T.O.P. (FOP OF RIDGE) T.O.S. (TOP OF SHEATHING) BM (BEAM) HDR (HEADER) PKT (POCKET) ABV. (ABOVE) BK'G. (BLOCKING) BLW. (BELOW) E (EXISTING) FL (FLUSH) FMG. (FRAMING) GLB. (GLUE -LAMINATED BEAM) K.P. (KING POST) MLB. (MICRO=LAM BEAM) N. (NEW) 0/C (ON CENTER) PLB. (PARALLAM BEAM) PLWD. (PLYWOOD) REQ'D (REQUIRED) V.I.F. (VERIFY IN FIELD) CL'G (CEILING) PSL (PARALLEL -STRAND LUMBER) GT (GIRDERTRUSS) GB (GABLE TRUSS) DT (DRAG TRUSS) F.F. (FINISH FLOOR) C.M.U. (BLOCK/CONCRETE WALL) LEGEND ■ BEARING WALL NON -BEARING BEAM STEEL BEAM EXISTING WALL CM.U. WALL STEEL POST ATTIC ACCES A/C CHASE A/C UNIT SIMPSON HARDWARE SCHEDULE: A, A1, A2 (MUS26) C, C1, C2, CA-DT (LUS26) C-DT, CB-DT (LUC210Z) D, DA (HTU26) E (MUS26) F, F-DT, F1, F6 (HTU26) F3, F3A, F3A-DT, F5 (HTU210) GA, GA-DT, G1-DT, G1 (MUS26) G3, G3A, G4A, G4B (HUS26) G4-GT (HGUS26-2) H, H1, H2 (HUS26) I (HTU210) IA, IA-DT, IB (MUS26) I-GT, IA-GT, IB-GT (HTU210-2) N1, N1-DT, N1A (LUS26) FRAMER TO CONFIRM ALL SPANS AS FOLLOWS: Framer shall be given two truss layouts; the Framer shall keep one for his/her use, and one shall be brought back to Omega for revisions, and, or confirmations. Framer shall place a circle around each span on this truss layout; if the span is good, please place your initial next to the encircled span dimension. If the span needs to change, please circle the noted span, place an X through the encircled span, write down the requested dimension, and then initial the requested dimension. Note: if a dimension needs to be changed; all dimensions affected by this dimensional change shall be revised, following the same encircled and initialed procedure as detailed above. Note: fabrication and delivery dates are directly driven by Omega receiving the confirmation layout from the Framer. 0. P: 760-986-7177 45 OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 TrussA Job: muimay Date: 05/09/24 08:38:56 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-9-4 0.25 /12 7 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 741bs 0 co 17-9-4 4-5-5 4-5-5 4-5-5 4-5-5 4-5-5 8-10-10 13-3-15 17-9-4 0.25 112 3)cl - 0-0-0 4-5-5 4-5-5 24 8 3x4 - 4-5-5 All plates showntobe Eagle 20unless otherwise noted. 8-10-10 4 1 13 x 4-5-5 4-5-5 13-3-15 17-9-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.34 (2-3) BC : 0.48 (7-8) Web : 0.35 (5-7) Deflection I/ (loc) Allowed VetTL: 0.43in L/481 (8-9) L/240 VetLL: 0.2 in L/999 (8-9) L/360 Horz TL: 0.02 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 7161bs -741bs-2811bs-2811bs 141 lbs 6 1 1.5 in — 726 Ibs -82 Ibs -335 Ibs -335 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Member Forces Table indicates: Member ID, max CSI, max axial force, (max conTr. farce ifdiffourt from mac axial force). Only fours gerterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 4-7-0, Purlin design by Others. BC: Sheathed orPurlins at 7-0-0, Purlin design by Othets. TC 1-2 0.198 -1,8801bs 2-3 0.341 -1,8871bs 34 0.331-1,8831bs 14-5 0.331-1,8871bs BC 7-8 0.480 1,882 lbs (-837 1bs) 8-9 0.476 1,876 lbs (-938 lbs) Web 1-10 0.133 -6731bs 4-7 0.047 4561bs 1-9 0.344 1,949 lbs (-748 1bs) 5-7 0.355 2,007 lbs (-925 1bs) 2-9 0.038 -374 lbs 5-6 0.076 -722 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer' s recommendation 4) Provide adequate drainage to preventpondng. 5) Bracebottom chord with approved sheathing or pules per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendiculartothe plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS & C&C loading. 9) Parapet TL: 0.08 in, 2L/490 (11-1), Allowable 2L/120. 66 - 24I 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 TrussAl Job: muimay Date: 05/09/24 08:39:00 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-3-0 0.25 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 331bs 7-3-0 2-0-0 3-3-0 2-0-0 2-0-0 co 0-0-0 2-0-0 5-3-0 3-3-0 7-3-0 2-0-0 44 - 0-0-0 2-0-0 All plates showntobe Eagle 20unless otherwise noted. 5-3-0 7-3-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.14 (2-3) BC : 0.09 (6-7) Web : 0.11(1-8) Deflection L/ (hoc) Allowed VettTL: 0.01 in L/999 (6-7) L/240 VettLL: 0.01 in UP L/999 (6-7) L/360 Horz TL: 0 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 3361bs -431bs -151 lbs -151 lbs 1371bs 5 1 5.5 in 1.50 in 342 Ibs -48 Ibs -262 Ibs -262 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 9-8 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fl, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage atlic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 9-1 Member Forces Table indicates: Member ID, max CS, max axial force, (max conTr. farce ifdi8aart 8om mac axial force). Only forces gate than 3001bs aie shown in this table TC 1 1-2 0.101 373 lbs (-367 1bs) 2-3 0.137 378 lbs (-368 lbs) 3-40.116 383 lbs (-368 lbs)I BC 6-7 0.092 3661bs (-3181bs) Web 1-7 0.078 443 lbs (-135 1bs) 4-5 0.060-304 lbs 4-6 0.080 454 lbs (434lbs) Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to preventpondng. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. 8) Parapet TL: 0.02 in, 2L/999 (9-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCI'S DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 TrussAl-DT Job: minray Date: 05/09/24 08:38:57 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-3-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24 in 371bs 7-3-0 2-0-0 3-3-0 2-0-0 2-0-0 0-0-0 2-0-0 5-3-0 3-3-0 7-3-0 2-0-0 0-0-0 2-0-0 All plates showntobe Eagle 20unless otherwise noted. 5-3-0 7-3-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.86 (1-2) BC : 0.89 (7-8) Web : 0.41(1-7) Deflection IJ (loc) Allowed VertTL: 0.14in L/552 7 L/240 VertLL: 0.14in L/557 7 L/360 Horz TL: 0 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 1,8701bs-1,6421bs -431bs-1481bs-1,6421bs 1371bs 5 1 5.5 in 1.50 in 1,8741bs-1,6381bs -481bs-2661bs-1,6381bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 9-8 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 7-4-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 7-3-0: 640 plf 0-0-0 to 7-3-0:640 P 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 9-1 Member Forces Table indicaa: Member ID, max CSI, max axial ince, (mac oompr. Brae ifdifferent flommax axial bro). Only forces greater than 3001bs ate shown in this table TC 1 1-2 0.859 24631bs 2-3 0.683-1,3121bs 34 0.833 2,1501bs BC 5-6 0.861-1,280 lbs 6-7 0.702 1,193 1bs (-1,067 1bs) 7-8 0.885-1,280 lbs Web 1-8 0.125-1,3361bs 2-7 0.106-8171bs 4-6 0.399 2,8871bs (-2,7291bs) 1-7 0.413 2,990 lbs (-2,838 lbs) 3-6 0.116-899 lbs 4-5 0.168-1,328 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Sunmiary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 TrussAl-DT Job: munray Date: 05/09/24 08:38:57 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-3-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24 in 371bs 7) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 8, 5 may need to be considered. 8) The forces shown for this multi -ply Muss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows: Head Side - SDW Simpson (2 -Ply) Screws TC -1 row @ 0-7-8 oc, BC -1 row @ 0-7-12 oc , Webs -1 row @2-0-0 oc. 9) When applied loads are on one side of girder; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdey double the spacing and install half ofthe connectors on one side of girder and then flip the girderto install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. 11) Listed wind uplift reactions based on MWFRS & C&C loading. 12) Parapet TL: 0.15 in, 2L271(9-1),Allowable2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:A2 Job: mtmay Date: 05/09/24 08:39:01 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 7-0-8 0.25 /12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 411bs 7-0-8 2-0-0 3-1-5 1-11-3 2-0-0 T 9 T 0 N_ N 0 CO (V 0-0-0 2-0-0 2-0-0 All plates showntobe Eagle 20unless otherwise noted. 5-1-5 3-1-5 5-1-5 7-0-8 0-0-0 1-11-3 7-0-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.14 (2-3) BC : 0.06 (6-7) Web : 0.11(1-8) Deflection I/ (loc) Allowed VertTL: 0.01 inUP L/999 7 L/240 VertLL: 0.01 in UP L/999 7 L/360 Horz TL: 0 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 3261bs -601bs-1251bs-1251bs 1371bs 5 1 1.5 in — 337 Ibs -63 Ibs -284 Ibs -284 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #2 2 x 4 except DEL #2 2 x 6: 9-8 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 9-1 Member Forces TC 1 Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Manta ID, max CSI, max axial force, (max comer. force ifdiffaart from mac axial force). Only fours geaterthar 3001bs are shown in this table BC Web 1-7 0.055 3131bs (-1301bs) 4-5 0.101 3181bs (-3011bs)I 4-6 0.058-3741bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.02 in, 2L999 (9-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:A3 Job: munay Date: 05/09/24 08:39:05 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 13-11-8 0.25/12 7 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 701bs 13-11-8 T 11 9 1 0 0 2-0-0 3-3-13 3-11-14 4-7-13 2-0-0 5-3-13 9-3-11 13-11-8 24 0.25 112 24 4x44 - 414 - 0 2 6x6 - 0-0-0 2-0-0 3-3-13 2-0-0 I 5-3-13 All plates showntobe Eagle 20unless otherwise noted. 4z4- 4x4 - 3-11-14 4-7-13 9-3-11 13-11-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.30 (2-3) BC : 0.39 (8-9) Web: 0.18(1-9) Deflection I/ (loc) Allowed VetTL: 0.18 in L/884 (7-8) L/240 VetLL: 0.08 in L/999 (7-8) L/360 Horz TL: 0.01 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 5801bs -691bs-2331bs-2331bs 1381bs 6 1 5.5 in 1.50 in 5871bs -771bs-3171bs-3171bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Verb: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fl, h=15 fl, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Member Forces Table indicates: Mem±e ID, max CSI, max axial forte (max comp: farce ifdiffourt flummox axial force). Only fours geaterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 0.283 -6321bs 2-3 0.300 -6401bs 34 0.233 -6361bs 14-5 0.211 -8lllbs BC 7-8 0.301 807 lbs (-378 lbs) 8-9 0.390 635 lbs (-385 lbs) Web 1-10 1-9 2-9 0.128 0.179 0.055 -695 lbs 1,015 lbs 4581bs (-379 lbs) 5-7 5-6 0.178 0.101 923 lbs -539 lbs (487lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to preventpondng. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. 8) Parapet TL: 0.02 in, 2L999 (11-1), Allowable2L/120. 4I 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:A3-GBDT Job: miutay Date: 05/09/24 08:39:03 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 13-11-8 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 106lbs T 9 T 03 O N CO N 13-11-8 3-5-14 3-5-14 3-5-14 3-5-14 3-5-14 0-0-0 3-5-14 3-5-14 All plates showntobe Eagle 20unless otherwise noted. 6-11-12 3-5-14 10-5-10 3-5-14 13-11-8 3-5-14 0-0-0 6-11-12 10-5-10 13-11-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.26 (2-3) BC : 0.26 (8-9) Web : 0.77 (4-8) Deflection L/ (loc) Allowed VertTL: 0.03 in L/999 (8-9) L/240 VertLL: 0.01 in UP L/999 (8-9) L/360 Horz TL: 0.04 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 2.24 in 2,103 lbs-1,6621bs -661bs-2231bs-1,6621bs 1391bs 5 1 5.5 in 1.50 in 2,109 lbs-1,6571bs -801bs-3261bs-1,6571bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads 1) This truss has been designed for the effects due to drag load distnbuted along shear walls along the bottom chord from 0-0-0 to 13-11-8:380 plt 0-0-0 to 13-11-8: 380 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 11-1 Member Forces Table indicates: Member ID, max CSI, max axial ince, (relax mmpr. Brae ifdifferent flom max axial &ace). Only hoes greater than 3001bs ace shown in this table Bracing TC: Sheathed orPurlins at 3-8-0, Purlin design by Others. BC: Sheathed orPurlins at 4-7-0, Purlin design by Others. TC 1-2 0.197 2,9741bs 2-3 0.259 -3,347 lbs 3- 0.163 2,679lbs 4-5 0.250 2,6971bs BC 6-7 0.202 2,5421bs (2,0991bs) 7-8 0.245 3,025 lbs (2,5831bs) 8-9 0.258 3,007 1bs (2,5111bs) 9-10 0.227 2,742lbs Web 1-10 1-9 2-9 0.171 0.594 0.238 -2,0821bs 3,590 lbs -1,953 lbs (-2,991 lbs) 2-8 4-8 4-6 0.764 0.771 0.599 3,4561bs 3,4531bs -3,2561bs (-3,2921bs) (3,21911,$) 5-6 0.283 2,0511bs (1,6611bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, UN.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to preventponding. 7)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Horizontal clearancebetween inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 10) Dueto negative reactions in gravity load cases, special connections to the bearing surface at joints 10, 5 may need to be considered. 11) Listed wind upliftreactions based on MWFRS & C&C loading. 12) Parapet TL:0.02 in, 2L999 (11-1), Allowable 21J120. co ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TtueBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 TrussA-GBDT Job: muimy Date: 05/09/24 08:38:53 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 17-9-4 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 891bs 0 co 17-9-4 4-5-5 4-5-5 4-5-5 4-5-5 4-5-5 8-10-10 13-3-15 17-9-4 0-0-0 4-5-5 4-5-5 0.25 12 4 - 4-5-5 2as4 4x 5x8 All plates showntobe Eagle 20unless otherwise noted. 8-10-10 5x5 - 4-5-5 4-5-5 13-3-15 17-9-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.19 (2-3) BC : 0.30 (8-9) Web : 0.40 (2-8) Deflection I/ (loc) Allowed VetTL: 0.19 in L/999 (8-9) L/240 VetLL: 0.09 in L/999 (8-9) L/360 Horz TL: 0.02 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 7261bs -160 lbs -741bs-2811bs-2811bs 141 lbs 6 1 5.5 in 1.50 in 7281bs-1571bs -821bs-3351bs-3351bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 17-9-4:200 plf 0-0-0 to 5-2-0:380 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 11-1 Member Forces Table indicates: Member ID, max CSI, max axial ice, (relax mmpr. Brae ifdifferent fiamimx axial &ace). Only hoes greater than 3001bs ate shown in this table Bracing TC: Sheathed or Purlins at 4-3-0, Puffin design by Others. BC: Sheathed or Purlins at 4-7-0, Purlin design by Others. TC 1-2 0.158 2,2101bs 2-3 0.195 2,4881bs 3- 0.195 2,2521bs 4-5 0.187 -1,8031bs BC 6-7 0.110 -8891bs 7-8 0.273 1,5991bs (-6921bs) 8-9 0.300 2,9561bs (-1,5321bs) 9-10 0.208 2,5771bs Web 1-10 0.132 -698 lbs 2-8 0.401 1,671 lbs (-1,305 lbs) 5-7 0.301 1,986 lbs (-770 lbs) 1-9 0.330 2,294 lbs (-815 lbs) 4-8 0.365 1,706 lbs (-1,171 lbs) 5-6 0.071 -699 lbs 2-9 0.044 -550 lbs 4-7 0.052 -625 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, UN.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to preventponding. 7)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 10, 6 may need to be considered. 10) Listed wind upliftreactions based on MWFRS & C&C loading. 11) ParapetTL: 0.04 in, 2L942 (11-1),Allowable 2L/120. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B Job: muray Date: 05/09/24 08:39:12 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 9 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 116lbs co rn co 0 0 N T 22-11-8 1-0-0 I1-0-0I 0-0-0 1-0-0 I1-0-0I 5-5-14 5-5-14 5-5-14 5-5-14 6-5-14 5-5-14 6-5-14 All plates showntobe Eagle 20 unless otherwise noted. 11-11-12 5-5-14 11-11-12 17-5-10 5-5-14 17-5-10 22-11-8 5-5-14 22-11-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.36 (5- BC : 0.47 (9-10) Web : 0.47 (6-8) Deflection I/ (loc) Allowed VertTL: 0.3in L/882 (9-10) L/240 VertLL: 0.07 in L/999 (9-10) L/360 Horz TL: 0.04 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.73 in 1,6201bs 1731bs 7 1 5.5 in 1.72 in 1,6201bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catogory II, Overall Bldg Dins 25 ftx 60 ft h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishrlxvedLaads Member Location 1 Location2 Direction Spread Start Load Bot 0-0-0 22-11-8 Down Proj 15 psf Bracing TC: Sheathed orPurlins at 3-7-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Puffin design by Others. End Load 15 psf TnbWidth 24 in Member Forces Table indicates: Member ID, max. CSI, max axial hue, (max conln: fog ifdifaent film max axial firm). Only bras great6 than 3001bs are shown in this table TC 1-2 2-3 0.280 0.313 -8191bs -3,311 lbs 34 4-5 0.318 0.336 -3,4171bs -3,4141bs 5-6 0.362 2,1551bs BC 8-9 0.387 2,135 lbs 10-11 0.260 972 lbs (-9 lbs) 9-10 0.467 3,254 lbs Web 1-12 0.188 -1,7541bs 2-10 0.413 2,3401bs 5-9 0.267 1,5131bs 6-7 0.334 -1,5031bs 1-11 0.334 1,8921bs 3-10 0.070 -5701bs 5-8 0.211 -1,1731bs 2-11 0.167 -1,5071bs 4-9 0.069 4731bs 6-8 0.474 2,6811bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appiuval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind upliflreaclions based on MWFRS & C&C loading. 6>g I 2-8-15 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:BA-DT Job: mtmay Date: 05/09/24 08:39:14 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1271bs co rn co 0 N T 22-11-8 1 0 0 5-5-14 5-5-14 I1-0-0I 6-5-14 11-11-12 7x10 HS-18 / 6x18 I 2 1 x1 \ 3x: 5x8 0-0-0 1-0-0 I1-0-0I 5-5-14 6-5-14 All plates showntobe Eagle 20unless otherwise noted. 2.5 12 7x103HS / 7x10 PS-18 / 5-5-14 11-11-12 24 5-5-14 17-5-10 5-5-14 17-5-10 10z10/ 5-5-14 22-11-8 5-5-14 22-11-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.52 (5-6) BC: 0.63 (7-8) Web : 0.90 (6-8) Deflection I/ (loc) Allowed VertTL: 0.3in L/882 (9-10) L/240 VertLL: 0.1 in UP L/999 (7-8) L/360 Horz TL: 0.04 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 2.85 in 2,6691bs -511 lbs -511 lbs 1731bs 7 1 5.5 in 2.82 in 2,6691bs -511 Ibs -511 Ibs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 2-8-0, Purlin design by Others. BC: Sheathed orPurlins at 3-9-0, Purlin design by Others. Web: One Midpoint Row: 2-10, 3-9, 5-9 1) This mass has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-010 22-11-8:200 plf; 0-0-0 to 9-10-0: 490 plf; 16-0-8 to 22-11-8:490 plf. 2) This buss has been designed for the effects of wind loads in accordancewithASCE7 -16 with dye following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cas gory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load Bot 0-0-0 22-11-8 Down Proj 15 psf End Load 15 psf TnbWidth 24 in Member Forces Table indicates: Manha ID, no( CR max axial froze, (max oompr. hce ifditlti nt fiom max axial hte). Only hces ghea[athan 3001bs ate shown in this table TC 1-2 2-3 0.357 0.414 -1,262 lbs -6,120 lbs 3-4 4-5 0.480 0.498 -6,067 lbs -4,481 lbs 5-6 0.523 -3,721 lbs BC 7-8 0.635 -3,738 lbs 9-10 0.522 4,788 lbs (-436 lbs) 11-12 0.368 -589 lbs 8-9 0.557 4,529 lbs (1,7371bs) 10-11 0.464 4,198 lbs (2,920lbs) Web 1-12 0.259 2,996lbs 2-10 0.736 5,332 lbs (2,224lbs) 4-9 0.114 -861 lbs 6-8 0.899 4,957 lbs (1,375Ibs) 1-11 0.412 2,984 lbs (-502 lbs) 3-10 0.123 -1,159 lbs 5-9 0.619 4,484 lbs (2,514lbs) 6-7 0.591 2,774lbs 2-11 0.188 2,070lbs 3-9 0.426 3,084 lbs (2,972lbs) 5-8 0.486 2,872lbs 7x10 igS-18 2-8-15 Notes 1) Unless noted otherwise, do not cut or allor any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 5)A creep factor of 1.00 has been applied for this mass analysis. 6) ® Indicates lateral bracing required perpendicular to the plane ofthe truss at either themidpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 12, 7 may need to be considered. 8) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1FS ISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B-DT Job: munay Date: 05/09/24 08:39:07 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1431bs 22-11-8 1-0-0 I1-0-0I 5-0-12 6-0-12 2.5 0 rn co 0 0 N T 0-0-0 1-0-0 I1-0-0I 5-0-12 6-0-12 All plates showntobe Eagle 20unless otherwise noted. 12 5-0-12 11-1-8 5-0-12 11-1-8 I1-0-0I 112-1-8 2-5-2 2-5-2 1-3-31-4-11 II1-0-0II 12-1-9 5-5-0 17-6-8 5-5-0 17-6-8 5-5-0 22-11-8 5-5-0 22-11-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.52 (3-4) BC: 0.55 (11-12) Web : 0.65 (12-13) Deflection I/ (loc) Allowed VertTL: 0.55 in L/478 12 L/240 VertLL: 0.15 in L/999 12 L/360 Horz TL: 0.14 in 8 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 16 1 5.5 in 1.85 in 1,7331bs 1731bs 8 1 5.5 in 1.77 in 1,6691bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-01n 22-11-8: 200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category lI, Overall Bldg Dims 25 ftx 60 ft h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Bot 0-0-0 22-11-8 Down Proj 15 psf 15 psf 24in Point Loads Member Location Direction Load Tnb Width Bracing TC: Sheathed orPurlins at 2-3-0, Puffin design by Others. BC: Sheathed orPurlins at 7-4-0, Purlin design by Others. Top 6-5-8 Down 1451bs Member Forces Table indicates: Member ID, nut CSI max axial hue, (max eompr. force ifdifhent fiom max axial farce). Only faxes gmuathan 3001bs ate shown in this table. TC 1-2 2-3 0.224 0.301 -841 lbs -3,729 lbs 3-4 4-5 0.516 0.486 -6,108 lbs -6,207 lbs 5-6 6-7 0.459 0.361 -5,183 lbs 2 2641bs BC 8-9 0.330 -1,1081bs 11-12 0.547 5,1611bs 1415 0.272 1,5691bs (2331bs) 9-10 0.293 1,1961bs (-8491bs) 13-14 0.262 1,1411bs (-8571bs) Web 1-16 0.196 -1,8441bs 3-12 0.444 2,8861bs 11-9 0.361 2,6121bs 1-15 0.339 1,922 lbs 14-12 0.606 3,429 lbs 6-9 0.286 -1,585 lbs 2-15 0.175 -1,5841bs 5-12 0.284 1,6751bs 7-9 0.496 2,971 lbs 2-14 0.447 3,0441bs 5-11 0.559 -1,4171bs 7-8 0.347 -1,6261bs 3-14 0.180 -1,4701bs 6-11 0.588 3,3281bs Notes 1) Unless noted otherwise, do not cut or alter any mass member or plat without prior app,ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Stumnary. 4)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 5)A creep factor of 1.00 has been applied for this truss analysis. 2-8-15 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B-DT Job: munay Date: 05/09/24 08:39:07 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1431bs 6) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1E , ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B-GBDT Job: mturay Date: 05/09/24 08:39:09 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1551bs 0 co 0 0 N T 22-11-8 1-0-0 I1-0-0I 0-0-0 1-0-0 I1-0-0I 5-5-14 5-5-14 5-5-14 5-5-14 6-5-14 5-5-14 6-5-14 All plates showntobe Eagle 20unless otherwise noted. 11-11-12 5-5-14 11-11-12 17-5-10 5-5-14 17-5-10 22-11-8 5-5-14 22-11-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC: 0.38(5- BC : 0.62 (8-9) Web : 0.56 (2-10) Deflection I/ (loc) Allowed VertTL: 0.3in L/882 (9-10) L/240 VertLL: 0.09 in UP L/999 (9-10) L/360 Horz TL: 0.04 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 2.17 in 2,031 lbs 1731bs 7 1 5.5 in 2.15 in 2,031 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distnbued along shear walls along the bottom chord from 0-0-0 to 22-11-8:200 plf 7-6-0 to 16-0-0: 380 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catogory II, Overall Bldg Dims 25 ftx 60 ft h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Bot 0-0-0 22-11-8 Down Proj 15 psf 15 psf Bracing TC: Sheathed orPurlins at 2-9-0, Puffin design by Others. BC: Sheathed orPurlins at 7-1-0, Purlin design by Others. Web: One Midpoint Row: 3-9 TnbWidth 24 in Member Forces Table indicates: ManlrerID, no( (Sf, max axial fixes (max Comp,: hce if different from max axial firm). Only firms greaterthan 3001bs ate shown in this table TC 1-2 0.280 -931 lbs 3-4 0.363 -5,073 lbs 5-6 0.379 -2,654 lbs 2-3 0.336 -4,778 lbs 4-5 0.347 -3,414 lbs BC 7-8 0.341 -1,0941bs 9-10 0.522 3,8681bs 8-9 0.617 3,765 lbs (-974 lbs) 10-11 0.295 1,403 lbs (-126 lbs) Web 1-12 0.188 2,173lbs 2-10 0.564 4,088 lbs (-980 lbs) 4-9 0.084 -631 lbs 6-8 0.487 3,526 lbs 1-11 0.334 2,193 lbs 3-10 0.104 -979 lbs 5-9 0.485 2,738 lbs (-768 lbs) 6-7 0.422 -1,981 lbs 2-11 0.167 -1,731 lbs 3-9 0.305 2,2091bs (2,0961bs) 5-8 0.316 -1,8691bs 2-8-15 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer: 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Gable must be sheathed on one side or lateral bracing applied appropriately. 7) Lateralbracing shown is for illustration purposes only and may be placed on either edge of truss member 8)A creep factor of 1.00 has been applied for this truss analysis. 9) ® Indicates lateral bracing required perpendicular to the plane of the mass at either themidpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO thb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B-GBDT Job: mun y Date: 05/09/24 08:39:09 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1551bs 10) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1EsISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B-GT Job: minray Date: 05/09/24 08:39:11 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 24in 119lbs 0 rn co 0 0 N T 22-11-8 1-0-0 I1-0-0I 0-0-0 1-0-0 I1-0-0I 5-5-14 6-5-14 5-5-14 6-5-14 All plates showntobe Eagle 20unless otherwise noted. 5-5-14 11-11-12 5-5-14 11-11-12 5-5-14 17-5-10 5-5-14 17-5-10 5-5-14 22-11-8 5-5-14 22-11-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.86 (3-4) BC : 0.50 (9-10) Web : 0.75 (6-8) Deflection I/ (loc) Allowed VertTL: 0.32 in L/823 (9-10) L/240 VertLL: 0.02 in L/999 (9-10) L/360 Horz TL: 0.04 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.52 in 4,2771bs 1731bs 7 1 5.5 in 2.14 in 6,0591bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dins 25 ftx 60 fi; h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishrlxvedLaads Member Location 1 Location2 Direction Spread Start Load Bot 0-0-0 22-11-8 Down Proj 15 psf Top 6-5-8 22-11-8 Down Proj 245 psf Bracing TC: Sheathed orPurlins at 6-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Puffin design by Others. End Load 15 psf 185 psf TnbWidth 24 in 24 in Member Forces Table indicates: March ID, mate Cei, max axial ford (max comer: force if different from max axial tint). Only hces grv[athan 300lbs ate shown in this table TC 12 0.062 665lbs 3-40.859 4,256lbs 5-60.826 2,723lbs 2-3 0.386 -3,578lbs 4-5 0.755 4,257lbs BC 8-9 0.384 2,6601bs 10-11 0.158 7611bs 9-10 0.496 3,566 lbs Web 1-12 0.178 -1,4881bs 2-10 0.631 2,831 lbs 4-9 0.132 -1,0081bs 6-8 0.749 3,3471bs 1-11 0.310 1,4791bs 3-10 0.116 -9211bs 5-9 0.396 1,7891bs 6-7 0.262 -1,9781bs 2-11 0.153 -1,2971bs 3-9 0.136 6211bs 5-8 0.225 -1,731 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appivval from a Professional Engineer 2) The fabrication tolerance for this roof Mass is 20 %(Cq = 0.80). 3) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 88 / 2-8-15 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:B-GT Job: mu ray Date: 05/09/24 08:39:11 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 22-11-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 24in 119lbs 5) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Three identical trusses shall be built and attached as follows: SDS Simpson 0250"x4.5" (3 - ply) Screws TC - 1 row @ 0-6-12 oc, BC - 1 row @ 2-0-0 oc , Webs - 1 row 16dNails orGun Nails [min 0.135"x3"]@2-0-0oc,per ply. 6) When applied loads are on one side of girdei do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdet double the spacing and install half of the connectors on one side of girder and then flip the girderto install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 7) Lateral bracing shall be attached to each ply. 8) Install screws per manufacturer recommendations. 9) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTruss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:C Job: munay Date: 05/09/24 08:39:19 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-4-3 2.5 /12 10 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 241bs op 0 T 6-4-3 6-4-3 2.5 112 3x4 / (2) 3x� - 6-4-3 24 0-0-0 6-4-3 3 2x4 0-0-0 6-4-3 All plates showntobe Eagle 20unless otherwise noted. Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.48 (1-2) BC : 0.27 (3-1) Web : 0.06 (2-3) Deflection I/ (hoc) Allowed VettTL: 0.15in L/470 (3-1) L/240 VettLL: 0.08inUP L/907 (3-1) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 3951bs -160 lbs -160 lbs 781bs 3 1 1.5 in — 4181bs -193 Ibs -193 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Casgory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial fob (max conic force ifdi8 uit from mac axial force). Only fours greater than 3001bs aie shown in this table TC 1-2 0.478 -601 lbs BC 3-1 0.265 406 lbs (223lbs) Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior awl ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Hanger is for graphical int epretation only. Install hanger per manufacturer's recommendation. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Su mnary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS & C&C loading. Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnuss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:C 1 Job: munay Date: 05/09/24 08:39:23 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-9-13 2.5 /12 8 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 221bs T 5-9-13 5-9-13 2.5 112 3x4/(2) 3x - 5-9-13 24 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 2z4 0-0-0 5-9-13 5-9-13 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.39 (1-2) BC : 0.23 (3-1) Web : 0.05 (2-3) Deflection I/ (loc) Allowed VettTL: 0.11 in L/597 (3-1) L/240 VettLL: 0.06inUP L/999 (3-1) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 3671bs-1591bs-1591bs 781bs 3 1 1.5 in — 3901bs-1931bs-1931bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial fob (max conic fo x ifditfaart fium mac axial force). Only fours garterthan 3001bs aie shown in this sable TC 1-2 0.391-5171bs BC 3-1 0.227 3721bs (2181bs) Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior awl ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Hanger is for graphical int epretation only. Install hanger per manufacturer's recommendation. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind upliftreactions based on MWFRS & C&C loading. Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:C1-DT Job: munay Date: 05/09/24 08:39:21 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-9-13 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 261bs T 5-9-13 2-10-15 2-10-14 2-10-15 2.5 112 3x4/(2) 4x - 4> 5-9-13 24 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 2x 2-10-15 2-10-14 0-0-0 2-10-15 5-9-13 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.48 (2-3) BC: 0.44 (5-1) Web : 029 (2-4) Deflection I/ (loc) Allowed VertTL: 0.02in L/999 (5-1) L/240 VertLL: 0.02in L/999 (5-1) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 9841bs-6241bs-1591bs-6241bs 117 lbs 4 1 5.5 in 1.50 in 9971bs-6121bs-1931bs -6121bs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed or Purlins at 4-3-0, Purlin design by Others. BC: Sheathed orPurlins at 5-3-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load dismbutd along shear walls along the bottom chord from 0-0-0 to 4-9-13:490 plf, 0-0-0 to 4-9-13:490 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial force, (max compr. farce ifdillbuit from mac axial force). Only fours geAathan 3001bs aie shown in this sable TC 1-2 0.464-2,062 lbs 2-3 0.477 2,361lbs BC 4-5 0.188 21341bs (-1,578 lbs) 5-1 0.444 2 3641bs (-1,808 lbs Web 24 0.291 -2,267 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this buss analysis. 5) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 1,4 may need to be considered. 6) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:C2 Job: mtmay Date: 05/09/24 08:39:25 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-14 2.5 /12 8 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 19lbs N CO 1 3x 6-5-14 6-5-14 6-5-14 2.5 112 24 1 0-0-0 6-5-14 3 2x4 0-0-0 6-5-14 All plates showntobe Eagle 20unless otherwise noted. Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC: 0.48 (1-2) BC : 0.45 (3-1) Web : 0.04 (2-3) Deflection I/ (roc) Allowed VettTL: 0.27in L/267 (3-1) L/240 VettLL: 0.1 in UP L/731 (3-1) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 4971bs -108 lbs -108 lbs 601bs 3 1 1.5 in — 5251bs-1291bs-1291bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dens 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishrlxvedLaads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Bot 0-0-0 6-5-14 Down Proj 15 psf 15 psf 24 in Member Forces Table indicaa: Mamba ID, max CSI, max axial ince, (nmc eompr. hue if different flom max axial Brae). Only fras greater than 3001bs are shown in this table TC 1-2 0.484-8381bs BC 3-1 0.455 782 lbs (-211 lbs) Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical inlrepretation only. Install hanger per manufacturer's recommendation. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:CA-DT Job: munay Date: 05/09/24 08:39:28 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-4-3 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 261bs 0 T 6-4-3 3-2-2 3-2-1 3-2-2 2.5 112 3x4 / (2) 3x� - 24 \ 6-4-3 24 0-0-0 6-4-3 4 3x4 - 0-0-0 6-4-3 All plates showntobe Eagle 20unless otherwise noted. Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.30 (2-3) BC : 0.20 (4-1) Web : 021(24) Deflection I/ (loc) Allowed VertTL: 0.04 in L/999 (4-1) L/240 VettLL: 0.02in L/999 (4-1) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 5741bs-180lbs-160lbs-180lbs 781bs 4 1 1.5 in — 5861bs-1671bs -193 Ibs -193 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 6-4-3:360 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi h=15 fi, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSI, nnx axial ice, (max comps force ifdiffewnt fiomrnac axial force). Only fonts gieaterthan 3001bs aie shown in this table. TC 1 1-2 0.234-1,1591bs 2-3 0.295 1,2841bs BC 4-1 0.196 1,3811bs (7241bs) Web 24 0.215-1,327 1bs Bracing TC: Sheathed orPurlins at5-11-0, Purlin design by Others. BC: Sheathed orPurlins at 9-7-0, Purlin design by Others. Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufacturer's recommendation. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 1, 4 may need to be considered. 7) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnreBuilde) Trim Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:CB-DT Job: munay Date: 05/09/24 08:39:30 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-4-3 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 271bs op 0 T 6-4-3 3-2-2 3-2-1 3-2-2 2.5 112 3x4 / (2) 3x� - 3,4/ 6-4-3 24 0-0-0 3-2-2 2x4 3-2-1 4 3x4 - 0-0-0 3-2-2 All plates showntobe Eagle 20unless otherwise noted. 6-4-3 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.25 (2-3) BC: 0.22 (5-1) Web: 0.19(2-4) Deflection I/ (hoc) Allowed VertTL: 0.02in L/999 (5-1) L/240 VertLL: 0.01 in L/999 (5-1) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 5631bs-1691bs-160lbs-1691bs 781bs 4 1 1.5 in — 5751bs-1571bs-1931bs-1931bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at5-11-0, Purlin design by Others. BC: Sheathed orPurlins at 9-9-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load dismbutd along shear walls along the bottom chord from 0-0-0 to 6-4-3:200 plf 0-0-0 to 2-6-0:380 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft, h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max GSJ, max axial ince, (max compr. force ifdillbuit fiom mac axial force). Only foxes p adu-than 3001bs are shown in this table TC 1-2 0.182-1,1691bs 2-3 0.252-1,120lbs BC 4-5 0.127 1,1481bs (-511lbs) 5-1 0.219 1,211lbs (5741bs)� Web 24 0.186-1,2541bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers is for graphical intrepre ation only. Install hanger per manufachuer's recommendation. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 1, 4 may need to be considered. 7) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1F, ISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TtueBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:C-DT Job: munay Date: 05/09/24 08:39:16 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-4-3 2.5 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 271bs op 0 T 6-4-3 3-2-2 3-2-1 3-2-2 2.5 112 3x4 / (2) 3x� - 3,4/ 6-4-3 284 1 0-0-0 3-2-2 2x4 1 3-2-1 4 3x4 - 0-0-0 3-2-2 All plates showntobe Eagle 20unless otherwise noted. 6-4-3 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.33 (2-3) BC : 0.30 (5-1) Web : 023 (2-4) Deflection I/ (hoc) Allowed VertTL: 0.02in L/999 (5-1) L/240 VertLL: 0.01 in L/999 (5-1) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 6791bs-2841bs -160 lbs-2841bs 781bs 4 1 1.5 in — 691 lbs-2721bs -193 lbs-2721bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 5-4-0, Purlin design by Others. BC: Sheathed orPurlins at6-11-0, Purlin design by Others. 1) This buss has been designed for the effects due to drag load dismbutd along shear walls along the bottom chord from 0-0-0 to 6-4-3:200 plf 0-0-0 to 6-4-3:260 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat gory II, Overall Bldg Dims 25 ftx 60 ft, h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max GSJ, max axial forte (max comer. force ifdiffbart from mac axial force). Only fortes greater than 3001bs aie shown in this sable TC 1-2 0.285-1,422 lbs 2-3 0.329-1,468 lbs BC 4-5 0.127 1,384 lbs (-747 lbs) 5-1 0.295 1,722 lbs (-1,0851bs)I Web 24 0.230-1,5561bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretafion only. Install hanger per manufacturer's recommendation. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 1,4 may need to be considered. 7) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tilts Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:D Job: muray Date: 05/09/24 08:39:33 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 0/12 6 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 291bs 0 o. 6-5-8 1-9-0 2-11-8 4x14 - 2 1-9-0 214 4-8-8 1-9-0 6-5-8 24 I 4x - 0-0-0 1-9-0 4z4 - 2-11-8 41 - 1-9-0 2z4 0-0-0 1-9-0 All plates showntobe Eagle 20unless otherwise noted. 4-8-8 6-5-8 Loading (psf) TCLL : 60 TCDL : 29 BCLL : 0 BCDL: 13 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.35 (2-3) BC : 0.12 (6-7) Web: 0.15(4-6) Deflection I/ (loc) Allowed VertTL: 0.02in L/999 (6-7) L/480 VeItLL: 0.01 in L/999 7 L/360 Horz TL: 0 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 7311bs 5 1 1.5 in — 7411bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed or Punks at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 250 lbs moving/sprinkle point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manber ID, max CSI, max axial force,(max comer. fare if different from nor axial fare). Only fog greater than 3001bs are shown in this table TC 1 1-2 0.259 -620 1bs 2-3 0.347 -620 lbs 34 0.260 -620 lbs 1 J BC 6-7 0.115 6201bs Web 1-8 0.070 -679 1bs 2-7 0.049 472lbs 4-6 0.150 848 lbs 1-7 0.148 838 1bs 3-6 0.049 478lbs 4-5 0.072 -693 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretalion only. Install hanger permanufachnaf s recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 6)A creep factor of 1.00 has been applied for this buss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAIABLEFROMEAGLEUPONREQUEST.DESIGNVALIDONLYWHINEAGLEMETALCONNECTORSAREUSED. TmeBuild 9 Tluss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:DA Job: mlmay Date: 05/09/24 08:39:36 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 0/12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 311bs 6-5-8 1-9-0 1-9-0 3x8 - 2-11-8 1-9-0 4-8-8 6-5-8 7x10 - 2/4 I 2 4 4x44 - 2 z4 I 5x5 - 4z4 - 2z4 0-0-0 1-9-0 2-11-8 1-9-0 0-0-0 1-9-0 All plates showntobe Eagle 20unless otherwise noted. 4-8-8 6-5-8 Loading (psf) TCLL : 60 TCDL : 29 BCLL : 0 BCDL: 13 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.36 (2-3) BC: 0.11(6-7) Web : 0.15 (1-7) Deflection I/ (lox) Allowed VetTL: 0.02in L/999 (6-7) L/480 VetLL: 0.01 in L/999 6 L/360 Horz TL: 0.01 in 5 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 7611bs 5 1 1.5 in — 7121bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distributed over three trusses) has been applied t0 the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manber D, max CSI, max axial fob (max conl,r. force if different from not axial fare). Only forces greater than 3001bs are shown in this table TC 1 1-2 0.248-550 1bs 2-3 0.361-550 lbs 34 0.239-550 lbs BC 6-7 0.110 5501bs Web 1-7 0.146 829 1bs 3-6 0.046 -444 lbs 4-5 0.067 -643 lbs 2-7 0.050 4801bs 4-6 0.133 752 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inteprealion only. Install hanger permanufachnaf s recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this mass analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIVIITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCI5 DESIGN NOIE, ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:DA-DT Job: mtmay Date: 05/09/24 08:39:34 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 331bs 0 o-, 3 6-5-8 3-2-12 3-2-12 3-2-12 6-5-8 24 I 6> - 6 0-0-0 3-2-12 6x12-18 - 3-2-12 1 0-0-0 3-2-12 All plates showntobe Eagle 20unless otherwise noted. 6-5-8 Loading (psf) TCLL : 60 TCDL : 29 BCLL : 0 BCDL: 13 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.42 (1-2) BC: 0.21(5-6) Web : 0.43 (1-5) Deflection I/ (hoc) Allowed VertTL: 0.02in L/999 (5-6) L/480 VertLL: 0.01 in L/999 5 L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.53 in 1,4381bs-8991bs-8991bs 4 1 5.5 in 1.54 in 1,4421bs-8951bs-8951bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distrnbuted along shear walls along the botbm chord from 0-0-0 to 6-5-8:380 plf 0-0-0 to 6-5-8:380 pfr 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlderr point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial ince, (max comer. fosx if different 8om mac axial font). Only fours geaterthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at4-2-0, Purlin design by Others. BC: Sheathed or Purlins at 4-9-0, Purlin design by Others. TC 1-2 0.418-2,676 lbs 2-3 0.413 -2,613 lbs BC 4-5 0.212-2,454 lbs 5-6 0.214-2,454 lbs Web 1-6 0.129-1,3991bs 2-5 0.068 -6541bs 34 0.129-1,4031bs 1-5 0.425 3,083 1bs (-2,3811bs) 3-5 0.422 3,056 lbs (-2,3531bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventpondng. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Stumnary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 6,4 may need to be considered. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TtueBuilde) Tiles Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:D-DT Job: mtnhay Date: 05/09/24 08:39:31 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 331bs 0 o. 6-5-8 1-9-0 1-9-0 2-11-8 4-8-8 1 9 0 6-5-8 6x18 I 24 I 24 I 6x46 I 3 0-0-0 1-9-0 7 7x8 - 2-11-8 7x8 - 1-9-0 1 0-0-0 1-9-0 All plates showntobe Eagle 20 unless otherwise noted. 4-8-8 6-5-8 Loading (psf) TCLL : 60 TCDL : 29 BCLL : 0 BCDL: 13 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.73 (1-2) BC : 0.79 (5-6) Web : 0.40 (4-6) Deflection I/ pox) Allowed VertTL: 0.11 in L/633 7 L/480 VertLL: 0.1 in L/655 7 L/360 Horz TL: 0 in 5 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 1,1611bs-6221bs-6221bs 5 1 5.5 in 1.50 in 1,165 lbs -6191bs -6191bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed orPurlins at 5-5-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 6-5-8:200 plf 0-0-0 to 6-5-8:380 pfr 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: MemberID, max CSI, max axial ince, (max con-4r. fosx ifdiflaau flummox axial font). Only fours gederthan 3001bs aie shown in this sable TC 1-2 0.734 2,0311bs 2-3 0.583-1,101 1bs 34 0.734-1,9871bs BC 5-6 0.791-1,015 1bs 6-7 0.650 1,101 lbs (-635 1bs) 7-8 0.789-1,015 lbs Web 1-8 0.145-1,552lbs 2-7 0.097-1,002lbs 4-6 0.396 2,867lbs (-2,230 lbs) 1-7 0.395 2,859 1bs (2,2301bs) 3-6 0.099-1,018 lbs 4-5 0.147-1,571 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventpondng. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Su mnary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 8, 5 may need to be considered. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildt3Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:E Job: mwmay Date: 05/09/24 08:39:39 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-12 0.25/12 7 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 451bs T 9 9 NgiTI O N TT 2 10-4-12 5-2-6 5-2-6 5-2-6 ' 10-4-12 0.25 112 2V 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 5-2-6 55 -1 6x8 - 2 4 5-2-6 0-0-0 5-2-6 10-4-12 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.22 (2-3) BC : 023 (4-5) Web : 0.35 (3-5) Deflection I/ (loc) Allowed VertTL: 0.17 in L/692 (4-5) L/240 VertLL: 0.06inUP L/999 5 L/360 Horz TL: 0 in 4 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 6061bs -120 lbs -120 lbs 101 lbs 4 1 1.5 in — 615 Ibs -173 Ibs -173 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Bot 0-0-0 10-4-12 Down Proj 15 psf 15 psf 24in Member Forces Table indicates: Metnber ID, matt (Sf, max axial hue, (max oompr: hce ifdifkrent fiom ma axial firm) Only hces greater than 3001bs ate shown in this table TC 1-2 0.212-1,9431bs 2-3 0.219-1,93911s BC Web lb 0.081 �Sllbs 2-5 0.043 3131bs (2891bs) 13-4 0.046 -4611bs 1-5 0.344 1,949 lbs (326lbs) 3-5 0.347 1,965 lbs (546lbs)I Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufactures recommendation. 4) Provide adequate drainage to preventpondng. 5) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 6)Atleastone web ofthis truss has been designed withapanel point inthe web. All panel points on such webs shall bebraced laterallyperpendicular tothe plane ofthe mass. Lateralbracesshall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.01 in, 2L 999 (7-1),Allowable 2IJ120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Miss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:E1-GBDT Job: mtniay Date: 05/09/24 08:39:40 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-12 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 451bs T 0 9 2 10-4-12 5-2-6 5-2-6 5-2-6 ' 10-4-12 0.25 112 2V 5x12 - 4 0-0-0 0-0-0 5-2-6 5-2-6 5-2-6 All plates showntobe Eagle 20unless otherwise noted. 10-4-12 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.24 (1-2) BC : 0.24 (5-6) Web : 0.85 (1-5) Deflection I/ (loc) Allowed VettTL: 0.12 in L/928 (4-5) L/240 VettLL: 0.06 in UP L/999 5 L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5931bs-2631bs -431bs-2141bs-2631bs 101 lbs 4 1 5.5 in 1.50 in 5961bs-2601bs -491bs-2661bs-2661bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads 1) This truss has been designed for the effects due to drag load distnbuted along shear walls along the bottom chord from 0-0-0 to 10-4-12:260 plf 0-0-0 to 10-4-12: 260 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Member Forces Table indicates: Member ID, max CSI, max axial ince, (max compr. forty ifditlaart fiamimx axial &xo) Only forces greater than 3001bs ate shown in this table Bracing TC: Sheathed orPurlins at 3-8-0, Purlin design by Others. BC: Sheathed or Purlins at 4-1-0, Purlin design by Others. TC 1-2 0.243-3,417 lbs 2-3 0.219 -2,969 lbs BC 4-5 0.217 2,701 1bs (2,7001bs) 5-6 0.238 2,704lbs Web 1-6 0.081-556 lbs 2-5 0.041-312 lbs 3-4 0.047-563 lbs 1-5 0.851 3,439 lbs (-2,352 lbs) 3-5 0.774 3,120 lbs (-2,025 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplats, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to preventponding. 7)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 4 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading. 11) ParapetTL: 0.06 in, 2L/493 (7-1), Allowable 2L/120. I ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:E-GBDT Job: mtniay Date: 05/09/24 08:39:37 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-12 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 451bs T 0 9 2 10-4-12 5-2-6 5-2-6 5-2-6 ' 10-4-12 0.25 112 2V 5x12 - 4 0-0-0 0-0-0 5-2-6 5-2-6 5-2-6 All plates showntobe Eagle 20unless otherwise noted. 10-4-12 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.24 (1-2) BC : 0.24 (5-6) Web : 0.85 (1-5) Deflection I/ (loc) Allowed VettTL: 0.12 in L/928 (4-5) L/240 VettLL: 0.06 in UP L/999 5 L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5931bs-2631bs -431bs-2141bs-2631bs 101 lbs 4 1 5.5 in 1.50 in 5961bs-2601bs -491bs-2661bs-2661bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads 1) This truss has been designed for the effects due to drag load distnbuted along shear walls along the bottom chord from 0-0-0 to 10-4-12:260 plf 0-0-0 to 10-4-12: 260 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Member Forces Table indicates: Member ID, max CSI, max axial ince, (max compr. forty ifditlaart fiamimx axial &xo) Only forces greater than 3001bs ate shown in this table Bracing TC: Sheathed orPurlins at 3-8-0, Purlin design by Others. BC: Sheathed or Purlins at 4-1-0, Purlin design by Others. TC 1-2 0.243-3,417 lbs 2-3 0.219 -2,969 lbs BC 4-5 0.217 2,701 1bs (2,7001bs) 5-6 0.238 2,704lbs Web 1-6 0.081-556 lbs 2-5 0.041-312 lbs 3-4 0.047-563 lbs 1-5 0.851 3,439 lbs (-2,352 lbs) 3-5 0.774 3,120 lbs (-2,025 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplats, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to preventponding. 7)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 4 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading. 11) ParapetTL: 0.06 in, 2L/493 (7-1), Allowable 2L/120. I ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F Job: mturay Date: 05/09/24 08:39:43 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 11-0-4 0/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 42 lbs c 1 11-0-4 3-8-1 3-8-1 4x 2/4 3-8-2 3-8-1 7-4-3 11-0-4 2xs41 4x - j 28 0-0-0 3-8-1 3-8-1 All plates showntobe Eagle 20unless otherwise noted. 4z6 - 3-8-2 3-8-1 7-4-3 11-0-4 5 2x4 0-0-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (3-4) BC : 0.28 (6-7) Web : 0.30 (4-6) Deflection I/ (loc) Allowed VertTL: 0.1 in L/999 (6-7) L/480 VertLL: 0.06in L/999 7 L/360 Horz TL: 0.01 in 5 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 7161bs 5 1 1.5 in — 7221bs • Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 5-0-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordancewilh IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distnbuted over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manber D, max CSt, max axial fob (max comer. fare if different from max axial fare). Only fog geate than 3001bs are shown in this table TC 1 1-2 0.206-1,617 lbs 2-3 0.255-1,617 lbs 34 0.265-1,617 lbs 1 J BC 6-7 0.276 1,6171bs Web 1-8 0.065 -649 lbs 2-7 0.041 4081bs 4-6 0.298 1,688 lbs 1-7 0.298 1,686 lbs 3-6 0.041 4091bs 4-5 0.066 -655 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inteprealion only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 6)A creep factor of 1.00 has been applied for this buss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F 1 Job: munay Date: 05/09/24 08:39:44 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-0-0 0/12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 231bs 6-0-0 2-0-0 2-0-0 2-0-0 2-0-0 4-0-0 6-0-0 3xt4 - 24 I 24 I 3x4 - 41 2z4I 3z4- 3z4- 2z4I 0-0-0 2-0-0 2-0-0 All plates showntobe Eagle 20unless otherwise noted. 2-0-0 2-0-0 0-0-0 4-0-0 6-0-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.11(2-3) BC: 0.11(6-7) Web : 0.13 (1-7) Deflection I/ (loc) Allowed VertTL: 0.02 in L/999 (6-7) L/480 VettLL: 0.01 in L/999 (6-7) L/360 Horz TL: 0 in 5 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 1.5 in — 4251bs 5 1 1.5 in — 4251bs • Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkler point load (distnbuted over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber D, max CSS max axial fob (max conl,r. force if different from not axial fare). Only fog greater than 3001bs are shown in this table TC 1 1-2 0.099 -6611bs 2-3 0.111 -6611bs 34 0.104-6611bs BC 6-7 0.107 6611bs Web 1-8 0.036-3661bs 4-6 0.125 7091bs 1-7 0.125 7091bs 4-5 0.036-3661bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers are for graphical inhepretation only. Install hangers per manufacturef s recommendations. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this buss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2 Job: miutay Date: 05/09/24 08:39:47 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-0 0/12 6 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 701bs 0 m T IT 16-6-0 4-1-8 4-1-8 0-0-0 4-1-8 4-1-8 8-3-0 5X - 2X34 9 2x4 4-1-8 3z4- 4-1-8 All plates showntobe Eagle 20unless otherwise noted. 8-3-0 4-1-8 4-1-8 12-4-8 16-6-0 6x6- 4-1-8 4-1-8 12-4-8 16-6-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.44 (3-4) BC: 0.51 (7-8) Web : 0.44 (2-10) Deflection I/ (loc) Allowed VettTL: 0.33in L/564 (8-9) L/480 VettLL: 0.23 in L/798 (8-9) L/360 Horz TL: 0.05 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 1,0541bs 6 1 5.5 in 1.50 in 1,022 lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSS max axial forte (max cons. force if different from max axial fare). Only forces geate than 3001bs are shown in this table TC 2-3 0.303-2,092 lbs 3-40.437 2,092lbs 4-5 0.393-2,092 lbs BC 7-8 0.510 2,092 lbs 8-9 0.499 1,795 lbs 9-10 0.264 1,795 lbs Web 1-10 0.153 867 lbs 2-8 0.105 593 lbs (-181 lbs) 5-7 0.402 2,277 lbs 2-10 0.436-1,981 lbs 4-7 0.069 -6471bs 5-6 0.109-1,0241bs Notes 1) Unless noted otherwise, do not cut or alter any truss mamba or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to prevent ponding. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" Bracing TC: Sheathed orPurlins at 4-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 6)g - 4I 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCPa DESIGN NO IEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2A Job: minray Date: 05/09/24 08:39:50 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-0 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 83 lbs 0 m 16-6-0 3-3-0 3-3-0 1-0-0 2-0-0 3-0-0 4-0-0 6x 0-0-0 3-3-0 6-6-0 7-6-0 9-6-0 12-6-0 16-6-0 4 - 241 4x1 - 44 2t41 44- 3-3-0 3-3-0 All plates showntobe Eagle 20unless otherwise noted. 3-3-0 6-6-0 5x 2111 2x4 I 414 - 0-8-0 0-8-0 1-0-0 2-0-0 7-6-0 9-6-0 4z4- 3-0-0 4-0-0 4 0-0-0 12-6-0 16-6-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 022 (5-6) BC : 0.29 (9-10) Web : 021 (13-14) Deflection I/ (loc) Allowed VertTL: 0.16in L/999 (10-11) L/480 VertLL: 0.1 in L/999 (10-11) L/360 Horz TL: 0.01 in 8 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 2,0541bs 8 1 5.5 in 1.50 in 1,0221bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 1-16 Loads 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead + live loads. Load CaseDl: StdDeadLoad Point Loads Member Location Direction Load Tnb Width Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Top 0-8-0 Down 1,000 Ibs Member Forces Table indicaa: Member ID, max CSI, max axial ince, (max comer. force ifdittart liommax axial nix). Only forte gieate than 3001bs ate shown in this table TC 2-3 34 0.135 0.138 -1,6761bs -1,7601bs 4-5 5-6 0.160 0.216 -1,813 lbs -9951bs 6-7 0.178 -9951bs BC 9-10 0.290 9951bs 15-16 0.096 7041bs 12-13 0.198 1,881 lbs Web 1-16 0.058 4481bs 5-12 0.169 9561bs 7-9 0.192 1,08818s 2-16 0.086 -825 lbs 12-10 0.167 947 lbs 7-8 0.051 -5081bs 2-13 0.183 1,0391bs 5-10 0.044 4421bs 15-13 0.104 5871bs 6-9 0.031 3101bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventpondng. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe and web meets the bottom side ofthe top chord shall not exceed 0.5" ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnreBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2A Job: mtnray Date: 05/09/24 08:39:50 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-0 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 83 lbs 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two iderrticaltrusses shall be built and attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"]TC-1 row @ 1-0-0 oc, BC - 1 row @1-0-0oc,W bs-1row@1-0-0oc. Provided the hanger connections do not adequately transferthe applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 0.135"x3"] as follows widen 24" of the location shown: TC: 0-8-0,(6)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 9) When applied loads are on one side ofgirde5 do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirde5 double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 10) Lateral bracing shall be attached to each ply. 11)All fasteners minimum 2-1/2" long, unless otherwise noted. 12)Narls in lstand 2nd ply shall be offset from successive plies by 1/2 the nail spacing. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2A-DT Job: munay Date: 05/09/24 08:39:48 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-0-0 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 741bs 0 0 N 1 6x 15-0-0 4-0-0 4-0-0 4-0-0 8-0-0 3-6-0 3-6-0 11-6-0 15-0-0 3> - 4> - 2x44 I - 4x12 - 3;1 0-0-0 4-0-0 4-0-0 All plates showntobe Eagle 20unless otherwise noted. 6x12-18 - 4-0-0 9 2x4 1 0-11-8 0-11-8 8-0-0 3-6-0 3-6-0 11-6-0 15-0-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.30 (1-2) BC: 0.26 (10-11) Web : 0.73 (10-8) Deflection I/ (loc) Allowed VettTL: 0.05 in L/999 (7-8) L/480 VettLL: 0.03 in L/999 7 L/360 Horz TL: 0.03 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 11 1 5.5 in 1.44 in 1,3541bs-1,0881bs-1,0881bs 8 1 5.5 in 1.50 in 1,0791bs-5041bs-5041bs 6 1 5.5 in 1.50 in 5491bs -310 lbs -310 lbs Material TC: DFL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 15-0-0:380 plf 0-0-0 to 8-6-0:380 plf 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSJ, max axial force, (ma( comps force ifdidamt fromnax axial force). Only fours sarterthan 3001bs aie shown in this table Bracing TC: Sheathed or Purlins at 4-0-0, Purlin design by Others. BC: Sheathed orPurlins at 4-1-0, Purlin design by Others. TC 1-2 0.297 -2,832 1bs 2-3 0.266 2,604 lbs (-2,506 lbs) 34 0.278 -2,557 lbs 4-5 0.159 2,1161bs BC 6-7 0.113 -1,330 lbs 7-8 0.223 2,731lbs 9-10 0.252 2,926lbs 10-11 0.257 -3,040 lbs Web 1-11 0.154 -1,332 lbs 2-8 0.556 2,428lbs 3-7 0.365 2,413lbs (-1,781 lbs) 5-6 0.047 -528 lbs 1-10 0.702 3,193 lbs (-2,846 lbs) 10-8 0.733 3,467 lbs (-3,129 lbs) 4-7 0.036 -366 lbs 2-10 0.052 -472 lbs 3-8 0.066 -661 lbs 5-7 0.312 2,258 lbs (-1,738 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member orplatwithout prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Atleastonewebofthistrusshasbeendesignedwithapanelpointintheweb. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 11, 8, 6 may need to be considered. op 0 OD 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LINIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2B Job: munay Date: 05/09/24 08:39:53 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-2-7 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 641bs 6x 14-2-7 4-1-8 4-1-8 4-1-8 8-3-0 3-7-8 2-3-15 11-10-8 14-2-7 4x12 - 5/3 - 2 4 I 6x 6>$ - 42 - 0-0-0 4-1-8 2z4 4-1-8 3z4- 3-7-8 2z4 2-3-15 61 - 0-0-0 4-1-8 All plates showntobe Eagle 20unless otherwise noted. 8-3-0 11-10-8 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.66 (4-5) BC : 0.70 (7-8) Web : 0.36 (2-10) Deflection I/ (loc) Allowed VettTL: 0.31 in L/519 (8-9) L/480 VertLL: 0.19 in L/842 (8-9) L/360 Horz TL: 0.01 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 9051bs 5 1 5.5 in 1.50 in 9051bs • Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces TC 2-3 0.430-1,293 1bs BC 6-7 0.700 1,2931bs Web 1-10 0.128 7231bs 2-10 0.360-1,6391bs Bracing TC: Sheathed orPurlins at 4-11-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Member ID, max CSI, max gal fob (max rengr. fog if different from max axial fare). Only fonts geaterthan 3001bs are shown in this table 34 0.516-1,293 lbs 7-8 0.700 1,2931bs 8-9 0.581 1,4851bs 9-10 0.287 1,4851bs 2-8 0.116 4041bs 4-6 0.200 -1,751 lbs 4-7 0.086 4871bs 5-6 0.174 983 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss mamba or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to prevent ponding. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Stumnary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 14-2-7 CO ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2B-DT Job: mumay Date: 05/09/24 08:39:51 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-2-7 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 701bs 6x 14-2-7 1-5-0 1-5-0 5-8-3 5-8-4 1-5-0 2-10-0 8-6-3 211 14-2-7 4x6 - 8xA - 0-0-0 0-7-8 1-5-0 1-5-0 1-5-0 2-10-0 7x8 - 5-8-3 5-8-4 0-7-8 All plates showntobe Eagle 20unless otherwise noted. 8-6-3 14-2-7 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.49 (2-3) BC: 0.21(7-8) Web : 0.42 (3-7) Deflection I/ (loc) Allowed VettTL: 0.17 in L/726 (7-8) L/480 VettLL: 0.1 in L/999 7 L/360 Horz TL: 0.01 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 1,3881bs-1,5271bs-1,5271bs 8 1 5.5 in 1.74 in 1,6301bs-8461bs-8461bs 6 1 5.5 in 1.50 in 6781bs -301bs -301bs Material TC: DFL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 14-2-7:200 plf 0-0-0 to 2-11-8:490 plf 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manbe D, max CSJ, max axial force (max comps force ifditraatt flummox axial force). Only fortes se terthan 3001bs ate shown in this table Bracing TC: Sheathed or Purlins at4-5-0, Purlin design by Others. BC: Sheathed or Purlins at6-6-0, Purlin design by Others. TC 1-2 0.069 428 lbs 2-3 0.488 1,753 lbs (1,400lbs) 34 0.398 -2,824 lbs 4-5 0.461 -1,713 lbs BC 6-7 0.191 -1,1751bs 7-8 0.212 -1,2891bs 9-10 0.093 -1,0151bs 10-11 0.058 -8451bs Web 1-11 0.184 -1,521 lbs 2-8 0.198 -1,755 lbs 3-7 0.420 2,377lbs (-464 lbs) 5-6 0.059 -588 1bs 2-11 0.238 1,728 lbs (-1,500 1bs) 10-8 0.142 -1,132 1bs 4-7 0.062 -621 lbs 2-10 0.067 486 lbs (4001bs) 3-8 0.108 -1,053 lbs 5-7 0.313 1,746 lbs (-666 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate withoutprior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)Atleastonewebofthistrusshasbeendesignedwithapanelpointintheweb. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 1, 8, 6 may need to be considered. Tco T ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildlHTnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2C Job: munay Date: 05/09/24 08:39:56 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-2-7 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 791bs 14-2-7 2-11-0 2-11-0 2-11-0 5-10-0 2-5-0 1-6-12 8-3-0 I 9-9-12 2-6-12 12-4-8 1-9-15 14-2-7 4x12 - - 6> - 2X34 I 3x44 - 6>6 - 7f - 6xp - 0-0-0 6x 2-11-0 2-11-0 3x4 - 214 1 All plates showntobe Eagle 20unless otherwise noted. 2-11-0 5-10-0 0-8-0 2x4 0-8-0 2-5-0 1-6-12 8-3-0 I 9-9-12 2-6-12 12-4-8 3x8 I 7x8 - Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.51 (6-7) BC : 0.56 (9-10) Web : 0.34 (5-12) Deflection I/ (loc) Allowed VertTL: 022in L/727 (10-11) L/480 VettLL: 0.14in L/999 (10-11) L/360 Horz TL: 0.02 in 7 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 9051bs 7 1 5.5 in 1.50 in 9051bs • Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manber D, max CSI, max axial force,(max con8,r. force if different from max axial fare). Only forts greats than 3001bs are shown in this table Bracing TC: Sheathed orPurlins at 3-9-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 2-3 0.197 -2,4701bs 4-5 0.369 -2,5391bs 34 0.206 -2,585 lbs 5-6 0.501 -1,006 lbs BC 8-9 0.559 1,006lbs 12-13 0.326 2,6251bs 9-10 0.560 1,006lbs 15-16 0.147 1,0381bs Web 1-16 0.133 7551bs 4-13 0.049 -3261bs 5-10 0.091 -8491bs 2-16 0.169 -1,2641bs 4-12 0.211 4501bs 6-9 0.097 5471bs 2-13 0.274 1,5491bs 5-12 0.339 1,9161bs 6-8 0.170 -1,6081bs 15-13 0.157 887 lbs 12-10 0.171 965 lbs 7-8 0.181 1,025 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or platwithoutprior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 0-0-0 1-9-15 14-2-7 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tn iss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F2-DT Job: miutay Date: 05/09/24 08:39:45 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-0 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 77 lbs 0 (I? IT 16-6-0 4-1-8 4-1-8 6x - 0-0-0 4-1-8 6 - 8-3-0 4-1-8 4-1-8 12-4-8 16-6-0 6x - P 6)T - 4-1-8 9 2x4 4-1-8 4-1-8 6x6- 4-1-8 1 0-0-0 4-1-8 All plates showntobe Eagle 20unless otherwise noted. 8-3-0 12-4-8 16-6-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.31(4-5) BC : 0.29 (7-8) Web : 0.58 (4-8) Deflection I/ (hoc) Allowed VertTL: 0.14 in L/999 (7-8) L/480 VertLL: 0.09 in L/999 (7-8) L/360 Horz TL: 0.03 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 1,1611bs-5621bs-5621bs 6 1 5.5 in 1.50 in 1,1561bs-5671bs-5671bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distrntbutd along shear walls along the bottom chord from 0-0-0 to 16-6-0: 380 plf, 0-0-0 to 4-7-0:380 pfr 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlderr point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Mamba D, max CSI, max axial ince, (max conTr. fosx ifdidaart fomrnax axial font). Only fonxs peata-than 3001bs aie shown in this table. Bracing TC: Sheathed orPurlins at4-2-0, Purlin design by Others. BC: Sheathed orPurlins at 4-7-0, Purlin design by Others. TC 1-2 0.285 -2,003 1bs 2-3 0.292 -2,612 1bs 34 0.297 -2,775 lbs 4-5 0.309 -2,462 lbs BC 6-7 0.148 -1,612 1bs 7.8 0.289 1,836 lbs (-691 1bs) 8-9 0.285 3,423 lbs (2,4211bs) 9-10 0.259 2,366 lbs (1,3641bs) Web 1-10 0.155 1,120 1bs (-609 lbs) 3-8 0.043 -406 lbs 5-7 0.418 2,757lbs (-1,600 lbs) 2-10 0.551 -2,6101bs 4-8 0.581 2,4301bs (2,0851bs) 5-6 0.104 -1,1281bs 2-8 0.564 2,4341bs (2,0241bs) 4-7 0.096 -1,025 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearancebetween inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthetop chord shall not exceed 0.5" 7) Due to negative reactions in gravity load cases, special connections to thebearing surface atjoints 1, 6 may need to be considered. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LINIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCPa DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F3 Job: murray Date: 05/09/24 08:39:59 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-2-7 0/12 5 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 491bs 12-2-7 2-11-15 2-11-15 2-11-15 5-11-14 2-11-14 3-2-11 8-11-12 12-2-7 34- 214I 44- 24 I ►� 0-0-0 2-11-15 2-11-15 All plates showntobe Eagle 20unless otherwise noted. 2-11-15 5-11-14 384- 7 2x4 I 2-11-14 3-2-11 8-11-12 12-2-7 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.32 (3-4) BC : 0.37 (7-8) Web : 0.34 (4-6) Deflection I/ (loc) Allowed VetTL: 0.17 in L/831 (8-9) L/480 VetLL: 0.11 in L/999 (8-9) L/360 Horz TL: 0.02 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 1.5 in — 7911bs 6 1 5.5 in 1.50 in 7851bs • Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSt max axial force, (max con8,r. force if different from max axial fare). Only fog geate than 3001bs are shown in this table TC 1-2 0.220-1,6461bs 2-3 0.208-1,9181bs 34 0.323-1,9181bs BC 6-7 0.308 1,9181bs 7-8 0.366 1,9181bs 8-9 0.341 1,6461bs Web 1-10 0.075-7471bs 2-9 0.050 499lbs 4-6 0.337-2,025 lbs 1-9 0.310 1,7551bs 2-8 0.089 5061bs (1391bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior appaoval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inheprealion only. Install hanger permanufachnaf s recommendation. 4) Provide adequate drainage to prevertponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 6)A creep factor of 1.00 has been applied for this buss analysis. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAIAVARABLE FROM EAGLE UPON REQUEST. DESIGN VAIID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F3A Job: mumay Date: 05/09/24 08:40:03 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-4-7 0/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 681bs 9 1• 1 16-4-7 2-11-15 2-11-15 2-11-15 2-11-14 2-11-15 4-4-12 5-11-14 8-11-12 11-11-11 16-4-7 4X 2X34 I 34 - 2 4 I 5i f- 9. l' 2x4 I 6x6 - 42- L 9 2x4 I 740 - 0-0-0 0-0-0 2-11-15 2-11-15 All plates showntobe Eagle 20unless otherwise noted. 2-11-15 5-11-14 2-11-14 8-11-12 2-11-15 4-4-12 11-11-11 16-4-7 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.34 (5- BC : 0.56 (8-9) Web : 0.56 (6-8) Deflection I/ (loc) Allowed VettTL: 0.35in L/537 (8-9) L/480 VettLL: 0.22 in L/854 9 L/360 Horz TL: 0.03 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 1.5 in — 1,0331bs 7 1 5.5 in 1.50 in 1,028 lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSE max axial forte (max con8,r. force ifdifferent from not axial fare). Only forces greater than 3001bs are shown in this table Bracing TC: Sheathed orPurlins at 3-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Puffin design by Others. TC 1-2 2-3 0.182 0.293 2,2391bs 3,6551bs 3-40.293 4-5 0.260 3,6551bs 3,0611bs 5-6 0.343 3,061lbs BC 8-9 9-10 0.559 0.535 3,6551bs 3,655 lbs 10-11 0.316 2,2391bs _ Web 1-12 1-11 2-11 0.098 0.422 0.081 -9821bs 2,3881bs -8061bs 2-10 3-10 4-8 0.279 0.039 0.150 1,5801bs -3941bs -9341bs 5-8 6-8 6-7 0.048 0.557 0.096 4841bs 3,151 lbs -9611bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plae without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIVIITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCI5 DESIGN NOIE, ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F3A-DT Job: mtnnay Date: 05/09/24 08:40:02 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-8-15 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1091bs c 1 1 25-8-15 2-11-15 2-11-15 2-11-15 I 5-11-14 SX25 - 2X34 2-11-14 2-11-15 8-11-12 I 11-11-11 ►ggo 2x4 1 415 z6 - 7x11l IS - 0-0-0 2-11-15 2-11-15 2-11-15 5-11-14 All plates showntobe Eagle 20unless otherwise noted. 4x,f- 2t4 o 4-7-1 16-6-12 4-7-2 4-7-1 21-1-14 25-8-15 6 - 5y - 2-11-14 2-11-15 8-11-12 I 11-11-11 I 4-7-1 16-6-12 5; - 5z8 - 4-7-2 4-7-1 21-1-14 25-8-15 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC: 0.47 (4-5) BC: 0.60 (11-12) Web : 0.86 (8-10) Deflection I/ (loc) Allowed VertTL: 0.21 in L/660 (14-15) L/480 VertLL: 0.16in L/864 (14-15) L/360 Horz TL: 0.05 in 9 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 16 1 1.5 in — 7001bs-3281bs-3281bs 12 1 5.5 in 1.87 in 1,756 Ibs • 9 1 5.5 in 1.50 in 1,010 lbs -567 Ibs-5671bs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 25-8-15:360 pll 11-8-15 to 25-8-15: 490 plf. 2) Minimum storage attic loading has not been applied in accordancewith IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manua• D, rim CSJ, max axial ice, (max comer. farce ifdiflaart flummox axial force). Only foxes giarterthan 3001bs ate shown in this table Bracing TC: Sheathed orPurlins at 3-3-0, Purlin design by Others. BC: Sheathed orPurlins at 3-1-0, Purlin design by Others. Web: One MidpointRow: 6-12, 7-11 TC 1-2 2-3 0.227 0.397 -1,504 lbs -1,935 lbs 34 4-5 0.424 0.473 -2,350 lbs 1,722 lbs (-1,133 1bs) 5-6 6-7 0.385 0.316 4,532 lbs 4,501lbs (3,9421bs) 7-8 0.295 3,8981bs BC 9-10 0.318 -3,9021bs 11-12 0.598 5,2191bs (4,2601bs) 13-14 0.487 1,7771bs (-1,1781bs) 15-16 0.174 -1,0781bs 10-11 0.420 5,055 lbs (-3,814 1bs) 12-13 0.399 1,370 lbs (-548 1bs) 14-15 0.578 1,386 lbs (4761bs) Web 1-16 0.064 -658 lbs 3-14 0.061 443 lbs (433lbs) 6-12 0.438 -3,966 lbs 8-10 0.855 4,098 lbs (-2,823 lbs) 1-15 0.261 1,730 lbs (-921 lbs) 4-13 0.069 503 lbs (-323 lbs) 6-11 0.118 852 1bs (-678 lbs) 8-9 0.083 -980 lbs 2-15 0.079 -714 lbs 4-12 0.485 -3,274 lbs 7-11 0.479 -3,745 lbs 2-14 0.370 -2,498 lbs 5-12 0.041 410lbs 7-10 0.099 -872 lbs 0-0-0 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepreation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to prevent ponding. 5) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 6) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 16, 9 may need to be considered. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F3-DT Job: munay Date: 05/09/24 08:39:57 Page: 1 of 1 SPAN PITCH 9-9-15 0/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 381bs T 0 1 2 9-9-15 2-11-15 3-11-15 2-11-15 6-11-14 24 I 24 2-10-1 9-9-15 'A* 0-0-0 2-11-15 2-11-15 All plates showntobe Eagle 20unless otherwise noted. 5x5 - 3-11-15 6-11-14 5x5 - 2-10-1 9-9-15 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.43 (3-4) BC : 0.50 (7-8) Web : 0.31(1-7) Deflection I/ VertTL: 0.14 in L/743 VertLL: 0.13in L/814 Horz TL: 0.01 in (loc) Allowed L/480 L/360 (7-8) (7-8) 5 Reaction JT Brg Combo Brg Width 8 1 5.5 in 5 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This buss has been designed for the effects due to drag load disribued along shear walls along the bottom chord from 0-0-0 to 9-9-15:360 plf. 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Rqd Brg Width 1.50 in 1.50in Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift 6521bs-2101bs-2101bs 6471bs-2121bs-2121bs Member Forces TC 1-2 0.430 BC 5-6 0.495 Web 1-8 0.059 1-7 0.313 Bracing TC: Sheathed orPurlins at 4-8-0, Purlin design by Others. BC: Sheathed orPurlins at5-10-0, Purlin design by Others. Max Horiz Table indicates: Member ID, max CSI, max axial ince (max conpr. face ifdillaart fommax axial force) Only foxes sr<rterthan 3001bs ale shown in this table -2,062 lbs -1,023 lbs -683 lbs 2-3 6-7 2-7 2,271 lbs (-1,536 lbs) 13-6 0.347-1,237 lbs 34 0.421 1,237 lbs (-386 lbs) 7-8 0.039 4101bs 4-6 0.040 4201bs 4-5 0.434 0.498 0.310 0.060 -2,046 lbs -1,078 lbs 2,2491bs (1,511 lbs) -692 1bs Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to preventpondng. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 8, 5 may need to be considered. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO lEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F4 Job: munay Date: 05/09/24 08:40:05 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 14-0-0 0/12 5 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 561bs T 14-0-0 3-6-0 3-6-0 3-6-0 3-6-0 3-6-0 7-0-0 10-6-0 14-0-0 3)4 2 4 I 2x 1 I 6 - 0-0-0 3-6-0 3-6-0 All plates showntobe Eagle 20unless otherwise noted. 384- 3-6-0 3-6-0 6x6 - 3-6-0 1 0-0-0 7-0-0 10-6-0 14-0-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.38 (3-4) BC: 0.51 (7-8) Web : 0.46 (5-7) Deflection I/ (loc) Allowed VettTL: 0.31 in L/513 (8-9) L/480 VettLL: 02 in L/804 (8-9) L/360 Horz TL: 0.02 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 8921bs 6 1 5.5 in 1.50 in 8921bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 4-0-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distnbuted over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSS max axial fob (max con8,r. force ifdifferent from max axial fare). Only forces geate than 3001bs are shown in this table TC 1 12 0.264-2,231 lbs 2-3 0.309-2,495 lbs 34 0.384 2,495 lbs 4-5 0.321 2,4951bs BC 7-8 0.506 2,495 lbs 8-9 0.478 2,231 lbs Web 1-10 0.085 -847 1bs 2-9 0.056-559 lbs 4-7 0.056-555 lbs I5-6 0.089 -887 lbs 1-9 0.413 2,336 1bs 2-8 0.107 605 1bs (2521bs) 5-7 0.461 2,612 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adegnatm drainage to prevent ponding. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary 5)A ciec factor of 1.00 has been applied for this buss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAIAVARABLE FROM EAGLE UPON REQUEST. DESIGN VAIID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F5 Job: munay Date: 05/09/24 08:40:07 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-11-8 0/12 4 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 521bs 2i 12-11-8 2-5-8 2-5-8 3-6-0 5-11-8 3x4 - 2x4 3-6-0 3-6-0 9-5-8 12-11-8 2x44I 6x - 0-0-0 2-5-8 2-5-8 All plates showntobe Eagle 20unless otherwise noted. 3-6-0 5-11-8 3-6-0 3-6-0 9-5-8 12-11-8 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.34 (3-4) BC: 0.41 (7-8) Web : 0.40 (5-7) Deflection I/ (loc) Allowed VetTL: 021 in L/688 (8-9) L/480 VetLL: 0.14 in L/999 (8-9) L/360 Horz TL: 0.02 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 8291bs 6 1 5.5 in 1.50 in 8351bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 4-5-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) Minimum storage atlic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkle point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSE max axial forte (max con8,r. force if different from max axial fare). Only fog greater than 3001bs are shown in this table TC 1 1-2 0.210-1,5911bs 2-3 0.234-2,1751bs 34 0.343-2,1751bs 14-5 0.299 2,1751bs BC 7-8 0.410 2,1751bs 8-9 0.364 1,591 lbs Web 1-10 0.081 -8071bs 2-9 0.059-586 lbs 4-7 0.051-506 lbs I5-6 0.081 -813 lbs 1-9 0.308 1,7451bs 2-8 0.132 749 lbs 5-7 0.403 2,280 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to prevettponding. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Stumnary. 5)A deep factor of 1.00 has been applied for this buss analysis. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO IL. ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F6 Job: mwray Date: 05/09/24 08:40:10 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 2-11-8 0/12 4 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 131bs 1- All plates showntobe Eagle 20unless otherwise noted. 2-11-8 2-11-8 2-11-8 2x14 34 - 0-0-0 2-11-8 0-0-0 2-11-8 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC: 0.10 (1-2) BC : 0.05 (3-4) Web: 0.02(1-4) Deflection I/ (loc) Allowed VertTL: 0.01 in L/999 (3-4) L/480 VettLL: 0 in L/999 (3-4) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 4 1 1.5 in — 2441bs 3 1 5.5 in 1.50 in 2371bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 2) In accordance with IBC 1607.1, minimum BCLL's do not apply. 3)A 2501bs moving/sprinkler point load (distnbuted over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSS max axial forte (max conl,r. force if different from max axial fare). Only forces greater than 3001bs are shown in this table TC Bracing TC: Sheathed orPurlins at 10-0-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. BC Web Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior appaovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iE , ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F6A-DT Job: munay Date: 05/09/24 08:40:20 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-5-8 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 661bs 9 v 1 15-5-8 2-9-0 2-2-8 3-6-0 3-6-0 3-6-0 2-9-0 4-11-8 8-5-8 11-11-8 15-5-8 5x10- 5 5- 5 - 2x44I 2t4I 6 ¢- 3;1 0-0-0 2-9-0 2-2-8 2-9-0 4-11-8 All plates showntobe Eagle 20unless otherwise noted. 52 - 3-6-0 5x8 - 6x6 - 8-5-8 3-6-0 3-6-0 11-11-8 15-5-8 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.71(34) BC : 0.74 (7-8) Web : 0.73 (1-11) Deflection I/ (loc) Allowed VertTL: 0.24in L/595 (9-10) L/480 VertLL: 0.21 in L/678 (9-10) L/360 Horz TL: 0.01 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 2.18 in 2,041 lbs-2,2721bs-2,2721bs 11 1 5.5 in 2.18 in 2,0461bs-1,0971bs-1,0971bs 7 1 5.5 in 1.50 in 7831bs-3881bs-3881bs Material TC: DFL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 15-5-8:360 plf, 0-0-0 to 13-10-0: 490 plf. 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, nmx CSI:, max axial ice, (ma comps foi ifdiflaart flummox axial fora) Only foxes geaterthan 3001bs aie shown in this table. Bracing TC: Sheathed or Purlins at 2-7-0, Purlin design by Others. BC: Sheathed orPurlins at 3-8-0, Purlin design by Others. TC 1-2 2-3 0.423 0.459 5,328 1bs 4,203 1bs (4,6081bs) 34 4-5 0.714 0.591 -5,955 lbs -3,160 lbs 5-6 0.484 3,174lbs BC 7-8 0.737 2,1791bs 9-10 0.509 2,1851bs (-2,0261bs) 11-12 0.324 2,3371bs 8-9 0.629 2,7241bs (-1,8301bs) 10-11 0.271 -3,140lbs Web 1-12 0.310 2,243 lbs (-1,992 1bs) 2-10 0.309 1,815 lbs (-844 lbs) 4-9 0.055 -537 1bs 6-7 0.079 -920 lbs 1-11 0.730 -5,913 lbs 3-10 0.080 -921 lbs 5-8 0.051 -537 lbs 2-11 0.106 -1,054 lbs 3-9 0.560 3,667 lbs (-2,899 lbs) 6-8 0.481 3,484 1bs (-2,547 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engine¢ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 12, 11, 7 may need to be considered. 1 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO 11J ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F6-DT Job: munay Date: 05/09/24 08:40:09 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-5-8 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 631bs 9 v 1 15-5-8 2-9-0 2-2-8 3-6-0 3-6-0 2-9-0 4-11-8 8-5-8 11-11-8 3-6-0 15-5-8 5x,15 - 55 - 4 - 211 I 2t4 I 4 L 1 0-0-0 2-9-0 2-2-8 2-9-0 4-11-8 All plates showntobe Eagle 20unless otherwise noted. 4x6 - 4x6 - 3-6-0 8-5-8 3-6-0 3-6-0 11-11-8 15-5-8 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.31(34) BC: 0.31 (7-8) Web: : 0.37 (1-11) Deflection I/ (loc) Allowed VetTL: 0.13in L/999 (9-10) L/480 VetLL: 0.1 in L/999 (9-10) L/360 Horz TL: 0 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 9461bs-1,1771bs-1,1771bs 11 1 5.5 in 1.78 in 1,6701bs-3201bs-3201bs 7 1 5.5 in 1.50 in 7181bs -691bs -691bs Material TC: DFL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 15-5-8: 200 plf, 0-0-0 to 10-6-0: 260 plf 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSI:, max axial ice (max comps foRx ifdiflaart flummox axial force) Only forces gir<rterthan 3001bs aie shown in this table Bracing TC: Sheathed or Puffins at3-9-0, Puffin design by Others. BC: Sheathed or Purlins at 5-3-0, Purlin design by Others. TC 1-2 2-3 0.304 0.241 2,808 lbs -2,123 lbs (2,0881bs) 34 4-5 0.312 0.259 3,0911bs -1,773 1bs 5-6 0.258 -1,687 lbs BC 7-8 0.305 -700 lbs 9-10 0.275 890 1bs (-732 1bs) 11-12 0.184 -1,265 lbs 8-9 0.294 1,5901bs (-1731bs) 10-11 0.105 -1,6131bs Web 1-12 0.161 1,168 lbs (-917 lbs) 2-10 0.309 1,748 lbs (-135 lbs) 4-9 0.035 -346 lbs 6-7 0.066 -664 lbs 1-11 0.369 -3,1071bs 3-10 0.069 -686lbs 5-8 0.041 -4071bs 2-11 0.106 -1,054 lbs 3-9 0.259 1,878 lbs (-1,110 lbs) 6-8 0.294 1,842 lbs (-905 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engine¢ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevertponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 12, 11, 7 may need to be considered. 1 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'b DESIGN NO 11J ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:F-DT Job: mtmay Date: 05/09/24 08:39:41 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 11-0-4 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 43 lbs c 1 11-0-4 3-8-1 3-8-1 3-8-2 3-8-1 7-4-3 11-0-4 5x15 - 2/4 I 24 I 5x5 - 2 j 0-0-0 3-8-1 3-8-1 All plates showntobe Eagle 20unless otherwise noted. 5x5 - 5x5 - 3-8-2 3-8-1 7-4-3 11-0-4 2z4 0-0-0 Loading (psf) TCLL : 40 TCDL : 11 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.39 (3-4) BC : 0.49 (5-6) Web : 0.35 (1-7) Deflection I/ (loc) Allowed VertTL: 0.17in L/755 (7-8) L/480 VertLL: 0.15 in L/863 (7-8) L/360 Horz TL: 0.01 in 5 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 7161bs-1891bs-1891bs 5 1 1.5 in — 7221bs-188Ibs-188Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 4-4-0, Purlin design by Others. BC: Sheathed orPurlins at 5-3-0, Purlin design by Others. 1) This buss has been designed for the effects due to drag load dismbutd along shear walls along the bottom chord from 0-0-0 to 11-0-4:360 p1f. 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial ince, (max conpr. foaa ifdileeaart fommax axial blue). Only fours sr<rterthan 3001bs aie shown in this table TC 1 1-2 0.385 2,3921bs 2-3 0.317 1,6171bs 34 0.386 2,3661bs 13C 5-6 0.486-1,323 1bs 6-7 0.392 1,6171bs (-212 1bs) 7-8 0.485-1,322 lbs Web 1-8 0.065 -659 lbs 2-7 0.041 -4081bs 4-6 0.351 2,539 lbs (1,590 tabs) 1-7 0.352 2,549lbs (-1,600 lbs) 3-6 0.041 -409 lbs 4-5 0.066 -663 1bs Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufactuefs recommendation. 4) Provide adequate drainage to prevent ponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 8, 5 may need to be considered. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO 1Es ISSUED WITH THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G Job: moray Date: 05/09/24 08:40:26 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-5-8 0.25 /12 4 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 571bs 1 1 12-5-8 6-2-12 6-2-12 4x4 - 6-2-12 ' 12-5-8 0.25 112 24 4)4 - x 4 0-0-0 0-0-0 6-2-12 6-2-12 6-2-12 All plates showntobe Eagle 20unless otherwise noted. 12-5-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.32 (2-3) BC : 0.15 (4-5) Web : 029 (3-5) Deflection I/ (loc) Allowed VertTL: 0.1 in L/999 (4-5) L/240 VertLL: 0.05in L/999 (4-5) L/360 Horz TL: 0 in 4 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5751bs -251bs-2031bs-2031bs 100 lbs 4 1 5.5 in 1.50 in 5831bs -341bs-2581bs-2581bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 12-5-8 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Mama rID, no( Gil, max axial force (max comer: thrice ifditiaent fiom ma axial firm) Only hces gitaterthan 3001bs ate shown in this table TC 1-2 0.315 -1,052 lbs 2-3 0.318 -1,053 lbs BC Web lb 0.062 -4961bs 2-5 0.055 -495 lbs 134 0.078-504 lbs 1-5 0.202 1,094 lbs (364lbs) 3-5 0.293 1,107 1bs (-490lbs)I Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind upliftreactions based on MWFRS & C&C loading. 8) Parapet TL: 0.01 in, 2L999 (7-1),Allowable 2IJ120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G1 Job: muimy Date: 05/09/24 08:40:30 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-2-0 0.25 /12 6 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 45 lbs uO TN N W 1 9-2-0 3-4-12 5-9-4 3x8 - 7x10 - 0-t-4 4x4 - 0-0-0 3-4-12 0.25 112 3-4-12 4x4 - 4x4 - 9-2-0 5-9-4 44 - 2x4 0-0-0 3-4-12 All plates showntobe Eagle 20unless otherwise noted. 9-2-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.22 (2-3) BC : 0.14 (5-6) Web : 0.48 (3-5) Deflection I/ (hoc) Allowed VettTL: 0.06 in L/999 (4-5) L/240 VettLL: 0.03 in L/999 (4-5) L/360 Horz TL: 0.02 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 8 in 1.50 in 5871bs-2061bs -301bs-2381bs-2381bs 741bs 4 1 1.5 in — 573 Ibs -220 Ibs -21 Ibs -200 Ibs -220 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed or Punks at 6-3-0, Purlin design by Others. BC: Sheathed or Punks at 7-5-0, Purlin design by Others. 1) This truss has been designed for the effects duets a 1,650 Ibs (180 plf) drag load distributed along shear walls along the bottom chord from 0-0-0 to 9-2-0. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Doris 25 fix 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 9-2-0 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Member ID, nmc Cif, max axial force, (max comer: farce ifdiffetant fom ma axial farce). Only farces gitaterthan 3001bs ate shown in this table TC 1-2 0.184 612 lbs (-610 lbs) 2-3 0.219 -1,271 lbs BC 4-5 0.134-1,1341bs 5-6 0.144 7561bs (3441bs) Web 1-6 0.078 563 lbs (-246 lbs) 2-5 0.058 420 lbs (-405 lbs) 3-4 0.073-532 lbs 2-6 0.126-942 lbs 3-5 0.484 1,392 lbs (-953 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventpondng. 5) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearancebetween inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 1, 4 may need to be considered. 9) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC Ps DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildi Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G1-DT Job: mturay Date: 05/09/24 08:40:28 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-2-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 45 lbs 0 1 1 4x 2 9-2-0 3-4-12 5-9-4 3-4-12 9-2-0 0.25 112 2a64 4a4 - 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 3-4-12 5-9-4 24I 0-0-0 3-4-12 9-2-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.26 (2-3) BC : 0.18 (4-5) Web : 0.43 (3-5) Deflection I/ (loc) Allowed VettTL: 0.06 in L/999 (4-5) L/240 VettLL: 0.03 in L/999 (4-5) L/360 Horz TL: 0.01 in 4 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5531bs -191 lbs -231bs-170lbs -191 lbs -981bs 4 1 1.5 in — 5581bs-1861bs -31 Ibs-2401bs-2401bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 6-1-0, Purlin design by Others. BC: Sheathed orPurlins at 5-2-0, Purlin design by Otitis. 1) This truss has been designed for the effects due to a 1,6501bs (471.4 plf) drag load distrbuted along shear walls along the bottom chord from 5-8-0 to 9-2-0. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catrgory II, Overall Bldg Dims 25 ftx 60 ft h=15 fl, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 9-2-0 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Mantra ID, no( Cei, max axial ficac (max eompr: tree ifditsaent fiom ma axial free). Only fans greatathan 3001bs ate shown in this table TC 1 1-2 0.208-856 lbs 2-3 0.260 1,233 lbs BC 4-5 0.176-1,6501bs Web 1-6 0.052-541 lbs 2-5 0.043-384 lbs 3-4 0.078-520 lbs 1-5 0.137 994 lbs (- 43lbs) 3-5 0.430 1,353 lbs (-847 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer: 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intiepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 7)A ciu p factor of 1.00 has been applied for this mass analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO 1FS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G1-DT Job: mun y Date: 05/09/24 08:40:28 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-2-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 45 lbs 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 6, 4 may need to be considered. 9) Listed wind upliftreactions based on MWFRS & C&C loading. 10) Parapet TL: 0.01 in, 2L999 (7-1),Allowabte2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G2 Job: mun y Date: 05/09/24 08:40:37 Page: 1 of2 SPAN 29-6-8 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 1361bs N T 0 T 29-6-8 4-7-6 4-7-6 4-7-6 003x8 - 0.25 112 - 513 9-2-12 55 5-4-5 5-4-6 14-7-1 19-11-7 3x44 - 5-4-5 4-2-12 4)4 - 25-3-12 12I04 6 29-6-8 0-0-0 3 2x4 4-7-6 4-7-6 9-2-12 All plates showntobe Eagle 20unless otherwise noted. 4-7-6 5z8 - 4z4 - 5-4-5 14-7-1 5-4-6 19-11-7 5-4-5 25-3-12 3x4 - Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.31 (6-7) BC: 0.45 (11-12) Web : 0.48 (2-14) Deflection I/ VertTL: 0.34 in L/860 VertLL: 0.16in L/999 Cant/OHTL: 0.11 in UP 2L/900 Cant/OHLL: 0.06 in UP 2L/999 Horz TL: 0.01 in Allowed L/240 L/360 2L/480 2L/480 Reaction JT Brg Combo Brg Width 1 1 8in 9 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 15-8 Loads Rqd Brg Width 1.50 in 1.61 in Max React 1,093 lbs 1,5141bs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift -581bs-2851bs-2851bs -381bs -4301bs -4301bs Bracing TC: Sheathed orPurlins at 3-6-0, Purlin design by Others. BC: Sheathed orPurlins at 8-0-0, Purlin design by Others. Max Horiz 101 lbs 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 15-7 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Bot 25-6-8 29-6-8 Top 0-0-0 29-6-8 Point Loads Member Direction Down Down Spread Proj Proj Location Direction Load Trnb Width Start Load 5 psf 4 psf End Load 5 psf 4 psf TnbWidth 24 in 24 in Top 29-6-8 Down 25 Ibs Member Forces Table indicates: Member D, max CSS nxtx axial fob (max oompr. fare if different from not axial force). Only threes gieaterthan 3001bs are shown in this table TC 2-3 34 0.235 0.243 2,795lbs 2,796lbs 4-5 5-6 0.273 0.241 -3,141 1bs 2,098lbs 6-7 0.310 510 lbs (-65 lbs) BC 9-10 0.122 -505 lbs 11-12 0.450 3,137 lbs (7211bs) 13-14 0.260 1,740 1bs (3881bs) 10-11 0.366 2,135 lbs (478lbs) 12-13 0.281 1,740 lbs (-388 lbs) Web 1-14 0.165 932 lbs (-203 lbs) 5-11 0.195 1,106 lbs (-257 lbs) 7-9 0.142 -546 lbs 2-14 0.484 -1,955 lbs 5-10 0.080 -729 lbs 2-12 0.209 1,181 lbs (-260 lbs) 6-10 0.452 2,560lbs (-604 lbs) 4-12 0.234 497 lbs 6-9 0.131 -1,2241bs Notes 1) Unless noted otherwise, do not cut or alter any truss member orplaewitnoutprior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to preventpondng. 2z4I 0-0-0 4-2-12 29-6-8 T T 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G2 Job: mun y Date: 05/09/24 08:40:37 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-6-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1361bs 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets thebottom side ofthe top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.03 in, 2L /928 (15-7),Allowable 2L /120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G2-DT Job: mu ray Date: 05/09/24 08:40:31 Page: 1 of2 SPAN 29-6-8 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 1381bs T 0 T 29-6-8 4-7-6 4-7-6 4-7-6 w o 0.25 12 i0x112 - 0-0-0 9-2-12 6 2x 4-7-6 4-7-6 9-2-12 All plates showntobe Eagle 20unless otherwise noted. 4-7-6 5-4-5 5-4-6 14-7-1 19-11-7 4x44 - 6x8 - 5x5 - 5-4-5 14-7-1 5-4-6 5-4-5 4-2-12 19-11-7 55 - 25-3-12 5-4-5 25-3-12 12 061 3x4 - Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.31 (6-7) BC: 0.45 (11-12) Web : 0.86 (4-12) Deflection I/ VertTL: 0.34 in L/860 VertLL: 0.16in L/999 Cant/OHTL: 0.13 in UP 2L/722 Cant/OHLL: 0.09 in 2L/999 Horz TL: 0.05 in Allowed L/240 L/360 2L/480 2L/480 Reaction JT Brg Combo Brg Width 1 1 8in 9 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 15-8 Loads Rqd Brg Width 1.50 in 1.61 in Max React 1,093 lbs 1,5141bs Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift -96 lbs -58 lbs -285 lbs -285 lbs -38Ibs -4301bs -4301bs Bracing TC: Sheathed orPurlins at 3-6-0, Purlin design by Others. BC: Sheathed orPurlins at 4-3-0, Purlin design by Others. Max Horiz 101 lbs 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 29-6-8:260 plf. 2) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft, h=15 fl, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 15-7 LoadCaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Bot 25-6-8 29-6-8 Top 0-0-0 29-6-8 Point Loads Member Direction Down Down Spread Proj Proj Location Direction Load Tnb Width Start Load 5 psf 4 psf End Load 5 psf 4 psf TnbWidth 24 in 24 in Top 29-6-8 Down 25 lbs Member Forces Table indicates: Manber D, max CSL max axial foil (max con9,r. force if different fmm n x axial force) Only faces greaterthan 3001bs are shown in this table TC 1-2 2-3 0.190 0.235 1,2101bs 2,7951bs (1,208 lbs) 3-4 4-5 0.243 0.273 2,7961bs 3,1411bs 5-6 6-7 0.241 0.310 2,0981bs 1,218 1bs (7631bs) 13C 8-9 0.157 -1,1291bs 10-11 0.366 3,0801bs (1,2051bs) 12-13 0.281 1,8781bs (3881bs) 9-10 0.196 2,697lbs 11-12 0.450 3,293 1bs (7211bs) 13-14 0.260 1,977 lbs (3881bs) Web 1-14 0.165 1,038 lbs (-203 lbs) 4-11 0.069 -669 lbs 6-9 0.131 -1,224 lbs 2-14 0.532 7722lbs 5-11 0.594 2,311 lbs (-1,289 lbs) 7-9 0.142 -546 lbs 2-12 0.340 2,000lbs (-963 lbs) 5-10 0.080 -900 lbs 4-12 0.860 -1,8461bs 6-10 0.452 3,052 lbs (-643 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 29-6-8 3 2 z4 1 0-0-0 4-2-12 29-6-8 T T 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO IEs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildP)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G2-DT Job: mun y Date: 05/09/24 08:40:32 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-6-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1381bs 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofihetop chord shall not exceed 0.5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 1 may need to be considered. 9) Listed wind uplift reactions based on MWFRS & C&C loading. 10) Parapet TL: 0.04 in, 2L/705 (15-7),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G2-GT Job: mun ny Date: 05/09/24 08:40:35 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-6-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 22.13 in 1611bs 1 29-6-8 4-7-6 4-7-6 4-0-4 4-0-4 4-7-6 9-2-12 13-3-0 17-3-4 7x16- 0.25 112 710 - 4x TTTT 0 1-44x4 - ` 0-0-0 4-7-6 4-7-6 1 2x4 All plates showntobe Eagle 20unless otherwise noted. 4-7-6 9-2-12 55 - 3x44 - 4-0-4 4-0-4 4-2-12 21-3-8 3)4 - 314 - EF // 4,14 - 4x4 - 7x8 - 4-0-4 4-0-4 13-3-0 I 17-3-4 UU 25-3-12 12 72$ till LB 8z8- 4x4- G4-GT G4B G4A 4-0-4 21-3-8 4-0-4 25-3-12 29-6-8 9 2x4 0-0-0 4-2-12 29-6-8 Loading (psf) Carried Loads (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.25 (6-7) BC: 0.50 (11-12) Web : 0.62 (7-11) Deflection I/ (loc) Allowed VertTL: 0.26in L/999 (12-13) L/240 VertLL: 0.13in L/999 (12-13) L/360 Cant/OHTL: 0.13inUP 2L/712 9 2L/480 Cant/OHLL: 0.07inUP 2L/999 9 2L/480 Horz TL: 0 in 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 8 in 1.50 in 1,7731bs -201 lbs-1791bs -201 lbs 901bs 10 1 5.5 in 1.89 in 5,311 lbs-3831bs-3831bs Material TC: DFL SS 2 x 4 BC: DFLSS2x6 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 17-9 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fl, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 17-8 Load Case Lr1: StdLive Load DistributedLoads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 20-9-0 Down Proj 16.88 plf 16.88 plf Top 26-5-12 29-6-8 Down Proj 1.25 plf 1.25 plf Top 0-0-0 29-6-8 Down Proj 20 plf 20 plf Load CaseDl: StdDeadLoad Distolxrted Loads Member Location 1 Location 2 Direction Spread Start Load End Load Tnb Width Bot 25-3-12 29-6-8 Down Proj 5 psf 5 psf 24 in Top 0-0-0 20-9-0 Down Proj 7.59 plf 7.59 plf Top 26-5-12 29-6-8 Down Proj 0.56 plf 0.56 plf Top 0-0-0 29-6-8 Down Proj 9 plf 9 plf Bot 0-0-0 20-9-0 Down Proj 5.91 plf 5.91 plf Bot 26-5-12 29-6-8 Down Proj 0.44 plf 0.44 plf Bot 0-0-0 29-6-8 Down Proj 7 plf 7 plf Top 0-0-0 29-6-8 Down Proj 4 plf 4 plf Member Forces Table indicat : Mamba ID, max CSI; max axial blue, (max comps form ifdifiaent fiommax axial firm) Only bras grmterthan 3001bs are shown in this table TC 1 2-3 0.150 -1,963 lbs 4-5 0.201 2,6801bs 6-7 0.248 3,318 lbs 34 0.147-1,963 lbs 5-6 0.248-3,3061bs BC 11-12 0.500 3,3161bs (2471bs) 13-14 0.231 2,6791bs (2471bs) 15-16 0.087 1,0781bs (112lbs) 12-13 0.265 3,291 lbs (-277 lbs) 14-15 0.108 1,078 lbs (-112 lbs) T T esi 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G2-GT Job: mun y Date: 05/09/24 08:40:35 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-6-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 22.13 in 1611bs Web I1-16 0.096 545 lbs (-52 lbs) 5-13 0.078-702 lbs 2-16 0.131-1,201 lbs 7-11 0.617 3,493 lbs (-258 lbs) 2-14 0.171 9661bs (-871bs) 7-10 0.147-1,4811bs 4-14 0.091 -8131bs Truss to Truss Connection Summary Carried Tniss Canying Choad Carrying Offset G4-GT BC 20-9-0 G4B BC 22-3-12 G4A BC 23-10-12 Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior app,ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5" 8) The forces shown for this multi -ply truss are per ply and the reactions are for allplies. Three identicaltmsses shall bebuilt and attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"] TC -1 row @ 1-0-0 oc, BC - 2 staggered rows @ 0-10-8 oc, Webs -1 row @ 1-0-0 oc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 0.135"x3"] as follows within 24" of the location shown: BC: 20-9-0,(28)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -mass connectors in accordancewith the NDS or the connector manufacturer recommendations. 9) When applied loads are on one side ofgirdey do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdey double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 10) Lateral bracing shall be attached to each ply. 11)All fasteners minimum 2-1/2" long, unless otherwise noted 12)Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 13) Listed wind upliftreactions based on MWFRS & C&C loading. 14) Parapet TL: 0.04 in, 2L1756 (17-8),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TtueBuilde)Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G3 Job: munay Date: 05/09/24 08:40:40 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-7-8 0.25 /12 7 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 95 lbs o o 20-7-8 4-7-6 4-7-6 4-7-6 0.25 112 0-0-0 4-7-6 4-7-6 All plates showntobe Eagle 20unless otherwise noted. 9-2-12 3a14 - 5-8-6 5-8-6 14-11-2 20-7-8 34 - 1210.25 5x5 - 4x8 - 6x8 - 2x4 4-7-6 9-2-12 5-8-6 5-8-6 14-11-2 20-7-8 0-0-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.28 (4-5) BC : 0.30 (7-8) Web : 0.36 (5-7) Deflection I/ (loc) Allowed VertTL: 0.21 in L/999 (7-8) L/240 VertLL: 0.08 in L/999 (7-8) L/360 Horz TL: 0.02 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 901 lbs -41 lbs-2511bs-2511bs -100 lbs 6 1 1.5 in — 913 Ibs -39 Ibs -289 Ibs -289 Ibs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads Bracing TC: Sheathed orPurlins at 4-6-0, Purlin design by Others. BC: Sheathed orPurlins at 9-6-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 fix 60 fi; h = 15 fi; End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 20-7-8 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Mnnha ID, no( (Sf, max axial force (max oompr: tome ifdifkrent flom max axial hte). Only hces gteaterthan 3001bs ate shown in this table TC 1-2 0.221 -1,623 lbs 2-3 0.209 -2,232 lbs 34 0.264 -2,233 lbs j 4-5 0.279 -1,928 lbs BC 7-8 0.302 1,949 lbs (-556 lbs) 8-9 0.237 1,620 lbs (5051bs) Web 1-10 0.065 -850 lbs 2-8 0.125 705 lbs (-128 lbs) 5-7 0.359 2,032 lbs (-609 lbs) 1-9 0.311 1,7611bs (-4841bs) 48 0.065 3671bs (701bs) 5-6 0.093 -8541bs 2-9 0.068 -6101bs 4-7 0.061 -5471bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appivval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepietdion only. Install hanger per manufacture? s recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS & C&C loading. 9) ParapetTL:0.02 in, 2L999 (11-1), Allowable 2IJ120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnleStulde) Tnass Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G3A Job: muimy Date: 05/09/24 08:40:42 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-7-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 971bs T ,� T I NN TT T 20-7-8 4-7-6 4-7-6 5-8-6 5-8-6 4-7-6 7x16 - 0.25 7x10 - 0-1-44z4�� 12 0-0-0 4-7-6 4-7-6 51- 9 2x4 9-2-12 4-7-6 4)4- 4x8 - 14-11-2 5-8-6 3x44 - 6z8 - 20-7-8 12 10.25 5-8-6 66 - 6 2x4 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 9-2-12 14-11-2 20-7-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.28 (4-5) BC : 0.33 (7-8) Web : 0.39 (2-10) Deflection IJ (loc) Allowed VertTL: 0.19 in L/999 (7-8) L/240 VertLL: 0.07 in L/999 (7-8) L/360 Horz TL: 0.01 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 8 in 1.50 in 926 lbs -48 lbs -305 lbs -305 lbs -67 lbs 6 1 1.5 in — 8881bs -391bs-2811bs-2811bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed or Purlins at 4-5-0, Purlin design by Others. BC: Sheathed or Puffins at 9-3-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Carr gory II, OverallBldg Dims 25 ftx 60 fi; h = 15 fi; End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distnb tedllads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 20-7-8 Down Proj 4 psf 4 psf 24 in Member Forces Table indicaa: Mamba ID, max CSI, max axial h (mar comer. fog if different flom max axial brce). Only bras grmtathan 3001bs are shown in this table TC 2-3 0.202 -2,100 lbs 34 0.263 2,1011bs 4-5 0.278 -1,858 lbs BC 7-8 0.331 1,878 lbs (-534 lbs) 8-9 0.242 1,409 lbs (-387 lbs) 9-10 0.227 1,409 lbs (-387 lbs) Web 1-10 2-10 2-8 0.136 0.392 0.139 7671bs -1,584 lbs 7861bs (2041bs) (2121bs) 4-8 4-7 5-7 0.056 0.058 0.346 3191bs -520 lbs 1,9591bs (-51 lbs) (5861bs) 5-6 0.090 -8271bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent pond ng. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearancebetween inside face of bearing and wherethe outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS & C&C loading. co N ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G3-GBDT Job: mumay Date: 05/09/24 08:40:39 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-7-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1171bs 20-7-8 1 4-7-6 4-7-6 5-4-5 6-0-7 4-7-6 9-2-12 14-7-1 20-7-8 0.25 112 5>�5 - 4>4- 5x45 - 12 0.25 W N 0-0-0 4-7-6 6x6 - 6x8 - 4-7-6 4-7-6 All plates showntobe Eagle 20unless otherwise noted. 9-2-12 8- 7x8 - 5-4-5 6-0-7 14-7-1 20-7-8 00 gt 0-0-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.33 (4-5) BC : 0.36 (8-9) Web : 0.92 (4-8) Deflection I/ (loc) Allowed VertTL: 0.21 in L/999 (7-8) L/240 VertLL: 0.08 in L/999 (7-8) L/360 Horz TL: 0.03 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Holtz 10 1 5.5 in 1.50 in 1,1331bs-3121bs -411bs-2761bs-3121bs-100lbs 6 1 5.5 in 1.50 in 1,1371bs-3081bs -391bs-3111bs-3111bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads Bracing TC: Sheathed orPurlins at 3-10-0, Purlin design by Others. BC: Sheathed orPurlins at 4-3-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load distibuted along shear walls along the bottom chord from 0-0-0 to 20-7-8:200 plf 0-0-0 to 8-9-0:380 plf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category It Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 11-1 Load Case D1: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 20-7-8 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Manha-ID, max (N, max axial hue, (max comps: Berne ifditkrant fiom max axial fixes) Only fixoes greater than 3001bs ate shown in this table TC 1-2 0.221 2,389lbs 2-3 0.212 2,707lbs 3-4 0.258 2,960lbs 4-5 0.326 -3,006 lbs BC 6-7 0.169 -1,185 lbs 7-8 0.334 2,012 lbs (-640 lbs) 8-9 0.359 4,264 lbs (2,783lbs) 9-10 0.222 2,676lbs Web 1-10 1-9 2-9 0.071 0.358 0.087 -1,105 lbs 2,595 lbs -945 lbs (-985 lbs) 2-8 4-8 4-7 0.530 0.921 0.082 2,088 lbs 2,171 lbs -901 lbs (1,502lbs) (1,977lbs) 5-7 5-6 0.719 0.097 3,226 lbs -1,098 lbs (1,321lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at 24 " OC, U.N.O. 3)Attach structural gableblocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Provide adequate drainage to prevent ponding. 7)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 8)A ciecp factor of 1.00 has been applied for this mass analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G3-GBDT Job: mun y Date: 05/09/24 08:40:39 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-7-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1171bs 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 10, 6 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading. 11) ParapetTL: 0.03 in, 2L$91(11-1),Allowabte2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4A Job: nunnery Date: 05/09/24 08:40:46 Page: 1 of2 SPAN 20-24 PITCH 0/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 92 lbs 20-2-4 2-8-12 5-9-13 5-9-14 5-9-13 2-8-12 8-6-9 14-4-7 20-2-4 d - 6x9 - 2/4 I 3x44 - 5) 2x2 i 0-0-0 2-8-12 2-8-12 FA 5-9-13 5-9-14 6x6 - 5-9-13 6 2x4 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 8-6-9 14-4-7 20-2-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.28 (4-5) BC : 0.33 (7-8) Web : 0.32 (5-7) Deflection I/ VatTL: 0.19 in L/999 VettLL: 0.07in L/999 Cant/OHTL: 0.03 in UP 2L/999 Cant/OHLL: 0.02 in UP 2L/999 Horz TL: 0.01 in (loc) Allowed L/240 L/360 2L/480 2L/480 (7-8) (7-8) 10 10 6 Reaction JT Brg Combo Brg Width 9 1 5.5 in 6 1 1.5in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads Rqd Brg Width 1.50 in Max React 1,040 lbs 777 lbs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift -55 lbs -365 lbs -365 lbs -4llbs-2561bs-2561bs Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed or Puffins at 9-5-0, Purlin design by Others. Max Horiz -101 lbs 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 2 Bot 2-8-12 Top 20-2-4 Location 1 0-0-0 0-0-0 Direction Down Down Spread Proj Proj Start Load 5 psf 4 psf End Load 5 psf 4 psf TnbWidth 24 in 24 in Member Forces Table indicates: ManberID, rant (Sf, rim axial fond (max comer: force ifdifferent from max axial brce). Only focres putter than 3001bs ate shown in this table TC 2-3 0.249-1,682 lbs 34 0.258-1,682 lbs 14-5 0.284-1,711 lbs L BC Web 7-8 0.327 1,739 lbs (-521 lbs) 2-9 2-8 3-8 0.093 0.309 0.040 -863 lbs 1,747 lbs -375 lbs 4-7 (-482 lbs) 5-7 5-6 0.047 0.317 0.077 -434 lbs 1,796 lbs (-563 lbs) -7141bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical ins epretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4A Job: moray Date: 05/09/24 08:40:46 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2- 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 921bs 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.01 in, 21:999 (11-1), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iE , ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4B Job: muray Date: 05/09/24 08:40:48 Page: 1 of2 SPAN 20-24 PITCH 0/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 92 lbs T 20-2-4 2-8-12 5-9-13 5-9-14 5-9-13 2-8-12 8-6-9 14-4-7 20-2-4 4- 61- 2/4I 3x44- 5) a it 2121 0-0-0 2-8-12 2-8-12 FA 5-9-13 5-9-14 6x6 - 5-9-13 6 2x4 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 8-6-9 14-4-7 20-2-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.28 (4-5) BC : 0.32 (7-8) Web : 0.31(5-7) Deflection I/ VettTL: 0.18 in L/999 VettLL: 0.07 in L/999 Cant/OHTL: 0.03 in UP 2L/999 Cant/OHLL: 0.02 in UP 2L/999 Horz TL: 0.01 in (loc) Allowed L/240 L/360 2L/480 2L/480 (7-8) (7-8) 10 10 6 Reaction JT Brg Combo Brg Width 9 1 5.5 in 6 1 1.5in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 11-10 Loads Rqd Brg Width 1.50 in Max React 1,040 lbs 777 lbs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift -55 lbs -366 lbs -366 lbs -4llbs-2551bs-2551bs Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed orPurlins at 9-6-0, Purlin design by Others. Max Horiz -101 lbs 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft h=15 ft End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 11-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 2 Bot 2-8-12 Top 20-2-4 Location 1 0-0-0 0-0-0 Direction Down Down Spread Proj Proj Start Load 5 psf 4 psf End Load 5 psf 4 psf TnbWidth 24 in 24 in Member Forces Table indicates: ManberID, rant (Sf, max axial fond (max eompr. force ifdifferent from max axial brce). Only focres putter than 3001bs ate shown in this table TC 2-3 0.248-1,652 lbs 34 0.258-1,652 lbs 14-5 0.284-1,680 lbs L BC Web 7-8 0.322 1,708 lbs (-510 lbs) 2-9 2-8 3-8 0.093 0.304 0.041 -863 lbs 1,720 lbs -376 lbs 4-7 (-476 lbs) 5-7 5-6 0.047 0.312 0.077 -434 lbs 1,7671bs (5531bs) -7141bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical ins epretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A cieep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO ILS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4B Job: muray Date: 05/09/24 08:40:48 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2- 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 921bs 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.01 in, 21:999 (11-1), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iE , ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4-GBDT Job: mtnray Date: 05/09/24 08:40:43 Page: 1 of2 SPAN PITCH 20-24 0/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 1131bs M 1 TT N 1 20-2-4 2-8-12 4-4-6 2-8-12 7-1-2 4-4-6 4-4-6 11-5-8 15-9-14 7a - 2aj4 I 6x 4-4-6 6 20-2-4 6 2x4 1 0-0-0 2-8-12 M'1 4-4-6 6x12018 - 4-4-6 4-4-6 7x12 HS - 4-4-6 0-0-0 2-8-12 7-1-2 All plates showntobe Eagle 20unless otherwise noted. 11-5-8 15-9-14 20-2-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.25 (3-4) BC: 0.39 (10-11) Web : 0.92 (4-10) Deflection I/ VertTL: 0.13 in L/999 VertLL: 0.06in L/999 Cant / OH TL: 0.1 in UP 2L / 578 Cant/OHLL: 0.09 in UP 2L/679 Horz TL: 0.04 in (lox) Allowed L/240 L/360 2L/480 2L/480 (9-10) 9 12 12 7 Reaction JT Brg Combo Brg Width 11 1 5.5 in 7 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Rqd Brg Width 1.58in 1.50in Max React 1,482 lbs 1,3391bs Max Gray Uplift Max MWFRS Uplift Max C&C Uplift -504 lbs -55 lbs -365 lbs -6471bs -4llbs-2561bs Max Uplift Max Horiz -5041bs-102lbs -647 Ibs Bracing TC: Sheathed orPurlins at 3-8-0, Purlin design by Others. BC: Sheathed orPurlins at 3-0-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-2-4:200 plf 0-0-0 to 12-0-0:490 calf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 13-1 Load Case D1: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Top 0-0-0 20-2-4 Down Proj Bot 0-0-0 2-8-12 Down Proj Start Load 4 psf 5 psf End Load 4 psf 5 psf Tnb Width 24 in 24 in Member Forces Table indicates: Member D, max CSS mac axial force, (max con>Pr. force if different from max axial fare) Only forces gieaterthan 3001bs are shown in this table TC 1-2 2-3 0.205 0.186 1,3051bs -1,805 lbs (1,1851bs) 3-4 4-5 0.249 0.217 3,6841bs 3,561lbs 5-6 0.210 2,8181bs BC 7-8 8-9 0.097 0.249 -838 lbs 2,1961bs (9101bs) 9-10 10-11 0.297 0.390 3,719 lbs 4,7961bs (2,029lbs) 11-12 0.173 -1,883 lbs Web 2-11 2-10 4-10 0.119 0.579 0.922 -1,3731bs 3,252 lbs 2,9771bs (1,870lbs) 4-9 5-9 5-8 0.135 0.764 0.109 -1,0121bs 2,900 lbs -1,200lbs (2,466lbs) 6-8 6-7 0.519 0.113 3,1721bs -1,310 lbs (1,8171bs) Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior appaovalfrom a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Provide adequate drainage to preventponding. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAIABLEFROMEAGLEUPONREQUEST.DESIGNVALIDONLYWHINEAGLEMETALCONNECTORSAREUSED. TmeStrildt9Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4-GBDT Job: mumay Date: 05/09/24 08:40:43 Page: 2 of2 SPAN 20-2- PITCH QTY 0/12 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 1131bs 7)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall bebraced laterally perpendicular tothe plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Dueto negative reactions in gravity load cases, special connections to the bearing surface atjoinls 11, 7 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading. 11) ParapetTL: 0.04 in, 21✓601(13-1), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnhss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4-GT Job: munay Date: 05/09/24 08:40:45 Page: 1 of2 SPAN 20-24 PITCH 0/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 2 SPACING 10.88 in WGT/PLY 112 lbs rn 0 1 20-2-4 2-8-12 4-4-6 2-8-12 7-1-2 4-4-6 4-4-6 11-5-8 15-9-14 813 - 4 - 2x44 l 4-4-6 20-2-4 81 - 0-0-0 2-8-12 2-8-12 uu 0 7x8 - uu G3 G3 G3 4-4-6 4-4-6 VV VV 73 - G3 G3 4-4-6 uu 10z10- G3 G3 uu G3A 4-4-6 2x4 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 7-1-2 11-5-8 15-9-14 20-2-4 Loading (psf) Carried Loads (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.41(34) BC : 0.53 (9-10) Web : 0.69 (6-8) Deflection I/ VertTL: 0.3in L/687 YettLL: 0.15in L/999 Cant/OHTL: 0.09 in UP 2L/660 Cant/OHLL: 0.04 in UP 2L/999 Horz TL: 0.03 in (loc) Allowed (9-10) L/240 (9-10) L/360 12 2L/480 12 2L/480 7 Reaction JT Brg Combo 11 1 7 1 Brg Width 5.5in 1.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x6 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 2.00 in 3,745 lbs -230 lbs -230 lbs -66 lbs 3,736 Ibs -220 Ibs -220 Ibs Bracing TC: Sheathed orPurlins at 5-7-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Puffin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 13-1 Load Case Lrl: StdLive Load DistributedLoads Member Location 2 Bot 2-8-12 Top 20-2-4 Top 1-6-12 Location 1 0-0-0 0-0-0 0-0-0 Load CaseDl: StdDeadLoad Direction Down Down Down Spread Proj Proj Proj Start Load 5plf 15.62 plf 2.5 plf Distnbuted Loads Member Location 1 Location2 Direction Spread Start Load Top 0-0-0 20-2-4 Down Proj 7.03 plf Top 0-0-0 1-6-12 Down Proj 1.13 plf Bot 0-0-0 20-2-4 Down Proj 5.47 plf Bot 0-0-0 1-6-12 Down Proj 0.88 plf Bot 0-0-0 2-8-12 Down Proj 5 plf Top 0-0-0 20-2-4 Down Proj 4 plf End Load TnbWidth 5plf 15.62 plf 2.5 plf End Load Tnb Width 7.03 plf 1.13 plf 5.47 plf 0.88 plf 5plf 4plf Member Forces Table indicates: Member ID, max CSI, max axial no:, (max oampr. nc ifdift1 uit tlnmmax axial no) Only form gmaterthan 3001bs are shown in this table TC 2-3 0.307-3,693 1bs 4-5 0.406 4,876lbs 34 0.406 4,8761bs 5-6 0.310-3,597 lbs BC 8-9 0.523 3,6311bs (-2171bs) 9-10 0.530 3,6931bs (-232 lbs) Web 2-11 2-10 3-10 0.149-1,4921bs 0.652 3,691 lbs 0.052-5191bs 3-9 (-2171bs) 5-9 5-8 0.229 1,296 lbs (-75 lbs) 6-8 0.691 3,9131bs (228ribs) 0.240 1,360 lbs (-83 lbs) 6-7 0.157-1,5761bs 0.056-5651bs ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALIING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G4-GT Job: munay Date: 05/09/24 08:40:45 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-2-4 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 10.88 in 1121bs Truss to Truss Connection Summary Caned Thus Cawing Chord Calving Offset G3 BC 4-6-12 G3 BC 6-6-12 G3 BC 8-6-12 G3 BC 10-6-12 G3 BC 12-6-12 G3 BC 14-6-12 G3 BC 16-6-12 G3A BC 18-6-12 Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevertponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) The foray shown for this multi -ply mass are per ply and the reactions are for allplies. Two identical Misses shall bebuilt and attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"] TC -1 row @ 1-0-0 oc, BC - 2 staggered rows @ 1-0-0 oc , Webs -1 row @ 1-0-0 oc. 9) When applied loads are on one side ofgirda; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgi de; double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 10) Lateral bracing shall be attached to each ply. 11)AR fasteners minimum 2-1/2" long, unless otherwise noted. 12) Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 13) Listed wind upliftreactions based on MWFRS & C&C loading. 14) Parapet TL: 0.03 in, 2L/730 (13-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5A Job: muimy Date: 05/09/24 08:40:52 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-10-4 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 521bs 1 TT a 10-10-4 5-5-2 5-5-2 7 x 5-5-2 ' 10-10-4 2as4 I 10x310 - x 0-0-0 5-5-2 5-5-2 24I 0-0-0 5-5-2 All plates showntobe Eagle 20unless otherwise noted. 10-10-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC : 0.15 (5-6) Web : 0.17 (3-5) Deflection I/ (loc) Allowed VertTL: 0.07 in L/999 (5-6) L/240 VertLL: 0.03 in L/999 (5-6) L/360 Horz TL: 0.01 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 500lbs -221bs-1761bs-1761bs -103 lbs 3 1 5.5 in 1.50 in 529 Ibs -33 Ibs -262 Ibs -262 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent wth other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 10-10-4 Down Proj 4 psf 4 psf 24in Member Forces Table indicates: Marilxi-ID, mac CSI, max axial force (max comer: force if difkrent from ma axial form). Only forms greater than 3001bs ate shown in this table TC 12 0.268 -923 lbs 2-3 0.259 -923 lbs BC Web lb 0.078 -4211bs 2-5 0.044 -4151bs 1-5 0.171 965 lbs (-319 lbs) 3-5 0.173 969 lbs (-469 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateralbracesshall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this mass analysis. 7) Horizontal clearancebetween inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) ParapetTL:0.01 in, 2L,999 (7-1),Allowable 2IJl20. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5B Job: muimy Date: 05/09/24 08:40:55 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-10-4 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 521bs 1 ;TT 0 M a 10-10-4 5-5-2 5-5-2 7 4x4 - 5-5-2 ' 10-10-4 4x12 - 2I 710- x 0-0-0 5-5-2 5-5-2 2x4 0-0-0 5-5-2 All plates showntobe Eagle 20unless otherwise noted. 10-10-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC : 0.15 (5-6) Web : 0.17 (3-5) Deflection I/ (loc) Allowed VertTL: 0.07 in L/999 (5-6) L/240 VertLL: 0.03 in L/999 (5-6) L/360 Horz TL: 0.01 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 500lbs -221bs-1761bs-1761bs -103 lbs 3 1 5.5 in 1.50 in 529 Ibs -33 Ibs -261 Ibs -261 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fl, h=15 fl, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 10-10-4 Down Proj 4 psf 4 psf 24in Member Forces Table indicates: Mama rID, mac CSI max axial force. (max comer: tbace ifdittrent fiom ma axial firm) Only hces gitaterthan 3001bs ate shown in this table TC 1-2 0.269 -901 lbs 2-3 0.259 -901 lbs 1 BC Web 1-6 0.075 -4211bs 2-5 0.044 -4161bs 1-5 0.167 944 lbs (-314 lbs) 3-5 0.169 948 lbs (-457 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearancebetween inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) ParapetTL:0.01 in, 2L,999 (7-1),Allowable 2IJl20. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5C Job: muimy Date: 05/09/24 08:40:56 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-10-4 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 501bs oo 10-10-4 5-5-2 5-5-2 5-5-2 4x4 - 10-10-4 4x12 - 24 I 710 - 2>� 0-0-0 5-5-2 5-5-2 4 2x4 0-0-0 5-5-2 All plates showntobe Eagle 20unless otherwise noted. 10-10-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC : 0.15 (5-6) Web: 0.17(1-5) Deflection I/ (loc) Allowed VettTL: 0.07 in L/999 (5-6) L/240 VettLL: 0.03 in L/999 (5-6) L/360 Horz TL: 0.01 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5041bs -231bs-2231bs-2231bs -601bs 3 1 5.5 in 1.50 in 5241bs -291bs-241 lbs -241 lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishnlxvedLaads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 10-10-4 Down Proj 4 psf 4 psf 24in Member Forces Table indicates: Member ID, max CSI, max axial b (max oampr. nix ifdifferent from max axial firm). Only bras grrterthan 3001bs are shown in this table TC 1-2 0.267-880 1bs 2-3 0.255-880 lbs BC Web 1-6 0.060 4271bs 2-5 0.044 4111bs 1-5 0.168 9231bs (-3811bs) 3-5 0.164 9281bs (3831bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 7) Listed wind uplift reactions based on MWFRS & C&C loading. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5D Job: muimy Date: 05/09/24 08:40:58 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-10-4 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 501bs 0 N 10-10-4 5-5-2 5-5-2 5-5-2 4x14 - 10-10-4 4x12 - 2/4I 710- 0-0-0 5-5-2 5-5-2 4 2x4 0-0-0 5-5-2 All plates showntobe Eagle 20unless otherwise noted. 10-10-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC : 0.15 (5-6) Web: 0.17(1-5) Deflection I/ (loc) Allowed VettTL: 0.07 in L/999 (5-6) L/240 VettLL: 0.03 in L/999 (5-6) L/360 Horz TL: 0.01 in 3 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5041bs -231bs-2231bs-2231bs -61 lbs 3 1 5.5 in 1.50 in 5241bs -291bs-241 lbs -241 lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishnlxvedLaads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 10-10-4 Down Proj 4 psf 4 psf 24in Member Forces Table indica1 : Member ID, max CSI, max axial bitx, (max eompr. nix ifdifferent from max axial fora) Only bras grrterthan 3001bs are shown in this table TC 1-2 0.267-860 lbs 2-3 0.255-860 lbs BC Web 1-6 0.062 4271bs 2-5 0.044 411lbs 1-5 0.165 904 lbs (-373 lbs) 3-5 0.161 909 lbs (-375 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearancebetween inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 7) Listed wind upliftreactions based on MWFRS & C&C loading. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5E-DT Job: munay Date: 05/09/24 08:41:00 Page: 1 of 1 SPAN 10-10-4 PITCH QTY 0/12 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 511bs 0 N 10-10-4 5-5-2 5-5-2 5-5-2 5x,15 - 24 3 10-10-4 4x12 - 7xJ32 - 0-0-0 5-5-2 5-5-2 4 2x4 1 0-0-0 5-5-2 All plates showntobe Eagle 20unless otherwise noted. 10-10-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC: 0.21(5-6) Web : 0.76 (1-5) Deflection L' VettTL: 0.07 in L/999 VetLL: 0.03in L/999 Horz TL: 0.03 in (hoc) (5-6) (5-6) 3 Allowed L/240 L/360 Reaction IT Brg Combo Brg Width 6 1 5.5 in 3 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load disribued along shear walls along the bottom chord from 0-0-0 to 10-10-4: 360 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dams 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Rqd Brg Width 1.50 in 1.50in Max React 871 lbs 8781bs Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz -443 lbs -24 lbs -223 lbs -443 lbs -62 lbs -437Ibs -29 Ibs -241 Ibs -437Ibs Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Top 0-0-0 10-10-4 Member Forces Table indicates: Mender ID, Direction Down Spread Proj Bracing TC: Sheathed or Purlins at 4-5-0, Purlin design by Others. BC: Sheathed or Puffins at 5-3-0, Purlin design by Others. Start Load 4 psf End Load 4 psf TnbWidth 24 in no( (S7, max axial fire, (max comer: brce if different fiom max axial fixm) Only hoes grea[athan 3001bs ace shown in this table TC 1 1-2 0.267 -2,329 lbs 2-3 0.255 BC 4-5 0.184-1,8681bs 5-6 0.205 Web 1-6 0.072-8371bs 2-5 0.044 1-5 0.764 2,505 lbs (-1,723 lbs) 3-5 0.602 Notes 2,105lbs -2,040 lbs 4111bs 2,402 lbs (-1,616 lbs) 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adequate drainage to preventpondng. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearancebetween inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shallnotexceed 0.5" 7) Due to negative reactions in gravity load cases, specialconneccfions to the bearing surface at joints 6, 3 may need to be considered. 8) Listed wind uplift reactions based on MWFRS & C&C loading. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5-GBDT Job: mun y Date: 05/09/24 08:40:49 Page: 1 of2 SPAN 10-10-4 PITCH QTY 0/12 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 59 lbs 0 N T M TT 10-10-4 5-5-2 5-5-2 6x - 5-5-2 24 10-10-4 2x4 - 7x12 - 3� 0-0-0 1-7 5-5-2 6x12518 - 5-5-2 241 0-0-0 5-5-2 All plates showntobe Eagle 20unless otherwise noted. 10-10-4 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC : 0.28 (5-6) Web : 0.90 (3-5) Deflection VettTL: 0.07 in VettLL: 0.03 in Horz TL: 0.04 in IJ L/999 L/999 (IOC) (5-6) (5-6) 3 Allowed L/240 L/360 Reaction JT Brg Combo Brg Width 6 1 5.5 in 3 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 10-10-4:260 plf 0-0-0 to 10-10-4: 260 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Top Rqd Brg Width 1.50 in 1.50in Location 1 0-0-0 Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1,0691bs-6441bs -231bs-1751bs-6441bs-104lbs 1,078 lbs -634 Ibs -33 Ibs -262 Ibs -634 Ibs Bracing TC: Sheathed orPurlins at3-11-0, Purlin design by Others. BC: Sheathed orPurlins at 4-4-0, Purlin design by Others. Web: One Midpoint Row: 1-5 Location 2 Direction Spread 10-10-4 Down Proj Start Load 4 psf End Load 4 psf Trill Width 24 in Member Forces Table indicates: Macilxa ID, nmc C181, max axial hue, (max oompt hce ifdifa®t fiom ma axial hte). Only hces gitaterthan 3001bs ate shown in this table TC 1-2 0.268 BC 4-5 0.245 Web 1-6 0.082 1-5 0.474 3,291 lbs 2-3 0.259 2,932 lbs -2,698 lbs 5-6 0.275 2,947lbs -1,033 lbs 2-5 0.043 -415 lbs 3,433 lbs (2,575lbs) 3-5 0.904 3,325 lbs (2,464lbs) Notes 1) Unless noted otherwise, do not cut or alter any tniss member or plate without prior appivval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Provide adequate drainage to preventponding. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ibs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuilde)Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G5-GBDT Job: murray Date: 05/09/24 08:40:50 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-10- 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 591bs 7) Gable must be sheathed on one side or lateral bracing applied appropriately. 8)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 9) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 10)A creep factor of 1.00 has been applied for this truss analysis. 11) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 12) Indicates late albracing required perpendicularto theplane ofthelmss at either the midpoint (one shown) orthirdpoints (two shown), bracing by others. See BCSI-B3 for additional information. 13) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 3 may need to be considered. 14) Listed wind upliftreactions based on MWFRS & C&C loading. 15) Parapet TL: 0.03 in, 2LN99 (7-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:GA Job: munay Date: 05/09/24 08:41:08 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-0-0 0.25 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 551bs 1 1 U) 1- N L N 12-0-0 x 6-2-12 5-9-4 6-2-12 12-0-0 0.25 12 24 1 4 2 0-0-0 6-2-12 5-9-4 2x4 0-0-0 6-2-12 All plates showntobe Eagle 20unless otherwise noted. 12-0-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC: 0.31(1-2) BC: 0.17 (5-6) Web : 024 (3-5) Deflection I/ (loc) Allowed VertTL: 0.1 in L/999 (5-6) L/240 VertLL: 0.05in L/999 (5-6) L/360 Horz TL: 0 in 4 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5541bs -251bs-1981bs-1981bs 991bs 4 1 1.5 in — 566 Ibs -33 Ibs -257 Ibs -257 Ibs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fl, h=15 fl, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 12-0-0 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Mmiha-ID, no( (N, max axial force (max comer: thrice ifdittrent fiom ma axial firm) Only hces gitaterthan 3001bs ate shown in this table TC 1-2 0.311 -971 lbs 2-3 0.297 -972 lbs BC Web lb 0.062 -4731bs 2-5 0.053 -476 lbs 134 0.077 492lbs 1-5 0.187 1,010lbs (3361bs) 3-5 0.237 1,031 lbs (-4661bs)I Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufactures recommendation. 4) Provide adequate drainage to preventpondng. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall bebraced laterallyperpendicular tothe plane ofthe mass. Lateralbracesshall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind upliftreactions based on MWFRS & C&C loading. 9) Parapet TL: 0 in, 2L999 (7-1),Allowable 21J120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:GA-DT Job: mun y Date: 05/09/24 08:41:05 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-0-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 571bs 1 1 U) 1- N rn N 4 2 12-0-0 6-2-12 5-9-4 6-2-12 12-0-0 0.25 112 2as4 4a - 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 6-2-12 5-9-4 2x4 0-0-0 6-2-12 12-0-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC: 0.31(1-2) BC: 0.17 (5-6) Web : 0.49 (1-5) Deflection I/ (loc) Allowed VertTL: 0.1 in L/999 (5-6) L/240 VertLL: 0.05in L/999 (5-6) L/360 Horz TL: 0 in 4 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Holtz 6 1 5.5 in 1.50 in 6401bs-1641bs -251bs-1981bs-1981bs 991bs 4 1 1.5 in — 6441bs-1601bs -331bs-2571bs-2571bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads Bracing TC: Sheathed orPurlins at 5-2-0, Purlin design by Others. BC: Sheathed orPurlins at 6-9-0, Purlin design by Others. 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 12-0-0:200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catgory II, Overall Bldg Dens 25 ftx 60 fl, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 12-0-0 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: ManberID, mate (SI, max axial ficac (max eompr: lore ifditffaant fiom ma axial free). Only fans greatathan 3001bs ate shown in this table TC 1-2 0.311-1,6971bs 2-3 0.297-1,5121bs BC 4-5 0.154-1,1541bs 5-6 0.174-1,2461bs Web 1-6 0.062-602 lbs 2-5 0.053-476lbs 34 0.077 -611 lbs 1-5 0.493 1,770 lbs (-886 lbs) 3-5 0.381 1,654 lbs (-751 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Hanger is for graphical inheprettion only. Install hanger per manufacture? s recommendation. 7) Provide adequate drainage to preventponding. 8)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 9)A creep factor of 1.00 has been applied for this mass analysis. I ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO las ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:GA-DT Job: moray Date: 05/09/24 08:41:05 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-0-0 025 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 571bs 10) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 6, 4 may need to be considered. 11) Listed wind upliftreactions based on MWFRS & C&C loading. 12) Parapet TL: 0.01 in, 2LN99 (7-1),Allowable2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TaueBuildmTnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G-GBDT Job: mtnray Date: 05/09/24 08:40:25 Page: 1 of2 SPAN 12-5-8 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 69 lbs N 3 12-5-8 6-2-12 6-2-12 0.25 112 24 1 6-2-12 12-5-8 66 - 0-0-0 6-2-12 6x10 - 6-2-12 �f. 1 0-0-0 6-2-12 All plates showntobe Eagle 20unless otherwise noted. 12-5-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.32 (2-3) BC : 0.25 (5-6) Web: 0.41(1-5) Deflection IJ VertTL: 0.1 in L/999 VertLL: 0.05 in L/999 Horz TL: 0 in (4-5) (4-5) 4 (loc) Allowed L/240 L/360 Reaction JT Brg Combo 6 1 4 1 Brg Width 5.5in 5.5in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 7-6 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 12-5-8:200 plf 0-0-0 to 4-6-0:260 plf 8-5-8 to 12-5-8:260 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 7-1 Load CaseDl: StdDeadLoad Distributed Loads Member Top Rqd Brg Width 1.50 in 1.50in Location 1 0-0-0 Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1,005 lbs -509 lbs -25 lbs -203 lbs -509 lbs 100 lbs 1,0071bs-506Ibs -341bs-258Ibs-506Ibs Bracing TC: Sheathed or Punts at 4-0-0, Purlin design by Others. BC: Sheathed or Purlins at 4-7-0, Purlin design by Others. Web: One Midpoint Row: 1-5, 3-5 Location 2 Direction Spread 12-5-8 Down Proj Start Load 4 psf End Load 4 psf TrbWidtr 24 in Member Forces Table indicates: Mnnh aID, mac CR max axial hue, (max oompr. & e ifdifa®t fiom ma axial hte). Only hces gitaterthan 3001bs ate shown in this table TC 1-2 0.315 BC 4-5 0.237 Web 1-6 0.062 1-5 0.412 2,860 lbs 2-3 0.321 2,708 lbs -2,286 lbs 5-6 0.248 2,416lbs -968 lbs 2-5 0.055 -495 lbs 3-4 0.092-971 lbs 2,984 lbs (2,022lbs) 3-5 0.403 2,922 lbs (1,948lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appivval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Provide adequate drainage to preventponding. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:G-GBDT Job: mtnray Date: 05/09/24 08:40:25 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-5-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 691bs 7) Gable must be sheathed on one side or lateral bracing applied appropriately. 8)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 9) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss manbet 10)A creep factor of 1.00 has been applied for this truss analysis. 11) t Indicates lateral bracing required papendiailar to the plane of the tmss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information. 12) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 4 may need to be considered. 13) Listed wind uplift reactions based on MWFRS & C&C loading. 14) Parapet TL: 0.02 in, 2L999 (7-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H Job: mumay Date: 05/09/24 08:41:14 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 025 /12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 791bs 0 M 0 ao 18-5-12 3-8-6 3-8-5 3-8-6 0 ao 9 13 1" .. T TT 6x� - 3-8-6 7-4-11 0.25 1 12 3x4 - 2I4 2x41 I 3-8-5 3-8-6 14-9-6 18-5-12 4 2z 0-0-0 3-8-6 3-8-6 All plates showntobe Eagle 20unless otherwise noted. 3-8-5 3-8-6 4z4- 7-4-11 5x5 - 3-8-5 3-8-6 14-9-6 18-5-12 Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2019/ TC : 0.21(2-3) VetTL: 0.29 in L /745 10 L/240 TCDL: 9 TPI1-2014 BC: 0.38(9-10) VetLL: 0.13inUP L/999 10 L/360 BCLL: 0 Rep Mbr: Yes Web: 0.38(1-11) HorzTL: 0.03in 7 BCDL: 7 Lumber D.O.L.: 125 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 8151bs -341bs-2431bs-2431bs 1561bs 7 1 1.5 in — 8271bs -381bs-2971bs-2971bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Bracing TC: Sheathed orPurlins at 4-0-0, Purlin design by Others. BC: Sheathed or Puffins at 7-0-0, Purlin design by Ot ets. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dens 25 ftx 60 fl, h=15 fl, End Zone Truss, Both end webs considered DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 13-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 18-5-12 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: MarilxaID, matt (S7, max axial force (max comps: force ifdittrent flom maac axial hte). Only hces gitaterthan 3001bs ate shown in this table TC 1-2 2-3 0.156 0.209 2,0801bs -2,823 lbs 3-4 4-5 0.209 0.209 2,8221bs -2,823 lbs 5-6 0.131 -1,7321bs BC 8-9 0.235 1,729 lbs (-569 lbs) 10-11 0.337 2,076 lbs (-875 lbs) 9-10 0.375 2,819 lbs (-996 lbs) Web 1-12 0.150 -768 lbs 2-10 0.154 874 lbs (127lbs) 5-8 0.066 -647 lbs 1-11 0.382 2,163 lbs (-620 lbs) 4-9 0.031 -308 lbs 6-8 0.330 1,866 lbs (-644 lbs) 2-11 0.053 -526 lbs 5-9 0.219 1,241 lbs (-455 lbs) 6-7 0.080 -779 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufacture? s recommendation. 4) Provide adequate drainage to prevent ponding. 5) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the buss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this buss analysis. 0i 2z4 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVARABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H Job: mun y Date: 05/09/24 08:41:14 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 0.25/12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 791bs 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.07 in, 2L/599 (13-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H1 Job: mun y Date: 05/09/24 08:41:18 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 025 /12 8 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 791bs 0 18-5-12 2-4-8 0 op 0-0-0 2-4-8 69 - 5-0-3 3-8-6 3-8-5 3-8-6 7-4-11 11-1-1 14-9-6 18-5-12 0.25 112 214 211 3)4 - 55 - 2-4-8 5-0-3 4zS- 3z4- 3-8-6 2-4-8 All plates showntobe Eagle 20unless otherwise noted. 7-4-11 5x5 - 3-8-5 3-8-6 14-9-6 18-5-12 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.24 (2-3) BC : 0.30 (9-10) Web : 0.38 (2-10) Deflection I/ (loc) Allowed VatTL: 0.22 in L/877 (8-9) L/240 VatLL: 0.09in L/999 9 L/360 Cant / OH TL: 0.03 in UP 2L / 999 12 2L / 480 Cant/OHLL: 0.02 in UP 2L/999 12 2L/480 Horz TL: 0.01 in 7 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 11 1 5.5 in 1.50 in 9781bs -361bs-3181bs-3181bs 1551bs 7 1 1.5 in — 722 Ibs -43 Ibs -261 Ibs -261 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed orPurlins at 8-2-0, Purlin design by Othets. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 fl, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 13-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 18-5-12 Down Proj 4 psf 4 psf 24 in Bot 0-0-0 2-4-8 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Tnb Width Top 0-0-0 Down 25 Ibs Member Forces Table indicates: Member D, max CSS nsx axial Dice (max oompt fare ifdidaart from ntx axial fare). Only forces peaterihan 3001bs are shown in this table TC 2-3 34 0.236 0.228 2,028lbs 2,0281bs 4-5 5-6 0.150 0.181 2,027lbs -1,4921bs BC 8-9 0.275 1,489 lbs (4901bs) 9-10 0.303 2,024 lbs (7431bs) Web 2-11 0.082 -812 lbs 5-90.115 654 lbs (-270 1bs) 6-7 0.070 -679 lbs 2-10 0.377 2,135 lbs (-513 lbs) 5 8 0.052 -504 lbs 3-10 0.035 -349 lbs 6-8 0.284 1,607 lbs (-558 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepreation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventpondng. L1J 2x4 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H1 Job: mun y Date: 05/09/24 08:41:18 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 025 /12 8 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 791bs 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.03 in, 2Li999 (13-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTruss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H1A-DT Job: mturay Date: 05/09/24 08:41:22 Page: 1 of2 SPAN 18-7-8 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 801bs 0 co 00 0 1 0 T 18-7-8 2-4-8 5-0-3 3 2-4-8 6 - 7-4-11 0.25 112 2 4 3-8-6 3-8-5 11-1-1 14-9-6 3-1 0-2 18-7-8 55 2X4 0-0-0 2-4-8 5-0-3 3-8-6 3-8-5 3-10-2 0A 24I 0-0-0 2-4-8 All plates showntobe Eagle 20unless otherwise noted. 7-4-11 14-9-6 18-7-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.28 (4-5) BC : 0.47 (8-9) Web : 0.39 (2-10) Deflection I/ VertTL: 0.27in L/716 VertLL: 0.17inUP L/999 Cant/OHTL: 0.1 in UP 2L/496 Cant / OH LL: 0.1 in UP 2L / 535 Horz TL: 0.02 in (loc) Allowed L/240 L/360 2L/480 2L/480 (8-9) (8-9) 12 12 7 Reaction JT Brg Combo Brg Width 11 1 5.5 in 7 1 1.5in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 18-7-8:200 plf. 2) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catngory II, Overall Bldg Dims 25 ftx 60 fi; h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 13-1 Rqd Brg Width 1.50 in Max React 984 lbs 727 Ibs Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift -361bs-3191bs-3191bs -44 Ibs -263 Ibs -263 Ibs Max Horiz 155 lbs LoadCaseDl: StdDeadLoad Distributed Loads Member Location 2 Top 18-5-12 Bot 2-4-8 Point Loads Member Location 1 0-0-0 0-0-0 Direction Down Down Spread Proj Proj Location Direction Load Tnb Width Bracing TC: Sheathed orPurlins at 4-5-0, Purlin design by Others. BC: Sheathed or Puffins at4-10-0, Purlin design by Others. Start Load 4 psf 5 psf End Load 4 psf 5 psf TnbWidth 24 in 24 in Top 0-0-0 Down 25 lbs Member Forces Table indicates: Member D, max CSS max axial forte (max cont,r. force if different fl m nmx axial fare). Only faces greaterthan 3001bs are shown in this table TC 1-2 2-3 0.223 0.266 571 1bs -2,179 lbs (-423 lbs) 3-4 4-5 0.263 0.284 2,0611bs -2,136 lbs 5-6 0.187 -1,552 lbs 13C 7-8 0.140 -768 lbs 9-10 0.398 2,057 lbs (-752 lbs) 11-12 0.146 475lbs 8-9 0.470 1,548 1bs (-508 lbs) 10-11 0.358 -1,614 lbs Web 2-11 0.082 -8191bs 4-9 0.026 3121bs 6-8 0.294 1,6621bs (-57516s) 2-10 0.388 2,813lbs (-822 lbs) 5-9 0.261 1,658 lbs (-1,194 lbs) 6-7 0.070 -682 lbs 3-10 0.036 -353 lbs 5-8 0.052 -567 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plae without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to prevent ponding. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TtueBuilde)Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H1A-DT Job: mun y Date: 05/09/24 08:41:22 Page: 2 of2 SPAN 18-7-8 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 801bs 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.08 in, 2L/537 (13-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTruss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H2 Job: moray Date: 05/09/24 08:41:26 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-7-8 0.25 /12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 781bs 0 0 0 op 18-7-8 3 4-11-12 2-4-15 3-8-6 3-8-5 3-10-2 4-11-12 7-4-11 11-1-1 14-9-6 18-7-8 0.25 5x5 - 21g4 4- 4)4- 12 2x4 0-0-0 4-11-12 4-11-12 All plates showntobe Eagle 20unless otherwise noted. 2-4-15 7-4-11 5z5- 3x4- 4z4- 2 1 3-8-6 3-8-5 3-10-2 14-9-6 18-7-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.35 (3-4) BC : 0.45 (9-10) Web: 0.40 (1-11) Deflection I/ (lox) Allowed VetTL: 0.24in L/668 (8-9) L/240 VetLL: 0.1 in L/999 (8-9) L/360 Cant/OHTL: 02 in 2L/579 12 2L/480 Cant / OH LL: 0.07 in UP 2L / 999 12 2L / 480 Horz TL: 0.01 in 11 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 11 1 5.5 in 1.50 in 1,2031bs -661bs-4571bs-4571bs 7 1 1.5 in — 552 Ibs -54 Ibs -193 Ibs -193 Ibs 157 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at 5-11-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 13-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 18-5-12 Down Proj 4 psf 4 psf 24 in Bot 0-0-0 4-11-12 Down Proj 5 psf 5 psf 24 in Point Loads Member Location Direction Load Tnb Width Top 0-0-0 Down 25 Ibs Member Forces Table indicates: Member D, max CSS nxtx axial fob (max oompr. fare ifdi6aent from max axial force). Only forces geaterthan 3001bs are shown in this table TC 1-2 2-3 0.278 0.343 1,1631bs -834 lbs (-1371bs) 3-40.351 4-5 0.291 -8401bs -836 lbs 5-6 0.199 -1,1231bs 13C 8-9 0.415 1,1201bs (1881bs) 10-11 0.312 -1,1571bs 9-10 0.455 834 lbs (-164 lbs) Web 1-11 0.402 -1,1821bs 3-10 0.045 4481bs 6-7 0.053 -5141bs 2-11 0.100 -9931bs 5-9 0.121 -5301bs 2-10 0.316 1,788 1bs (4501bs) 68 0.212 1,202 lbs (400lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventpondng. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO 1Es ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H2 Job: mun y Date: 05/09/24 08:41:26 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-7-8 0.25 /12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 781bs 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.06 in, 2L/753 (13-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:HA-DT Job: mumay Date: 05/09/24 08:41:31 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 025 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 811bs 0 M 0 ao 18-5-12 3-8-6 3-8-5 3-8-6 0 ao 9 13 1" .. T TT 6x� - 3-8-6 6 7-4-11 0.25 112 24 2x41 I 3-8-5 3-8-6 14-9-6 18-5-12 6> - gg� OJ 2z 418 - 4z8 - 6x6gg- 5x5 - 2x4 1 0-0-0 3-8-6 3-8-6 All plates showntobe Eagle 20unless otherwise noted. 3-8-5 3-8-6 7-4-11 3-8-5 3-8-6 14-9-6 18-5-12 Loading (psf) General CSI Deflection L/ (loc) Allowed TCLL : 20 Bldg Code : CBC 2019/ TC : 0.23 (4-5) Vert TL: 0.29 in L /745 10 L/240 TCDL: 9 TPI1-2014 BC: 0.42(9-10) VatLL: 0.13inUP L/999 10 L/360 BCLL : 0 Rep Mbr: No Web: : 0.38 (1-11) Horz TL: 0.03 in 7 BCDL: 7 Lumber D.O.L.: 125 % Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 8151bs -341bs-2431bs-2431bs 1561bs 7 1 1.5 in — 8271bs -381bs-2971bs-2971bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Bracing TC: Sheathed orPurlins at 3-9-0, Purlin design by Others. BC: Sheathed orPurlins at 6-8-0, Purlin design by Otters. 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 18-5-8:200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following use defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 13-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 18-5-12 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Manta ID, max CBI, max axial fib (max comps: farce ifdifkrent four ma axial lame). Only fours greaterthan 3001bs ate shown in this table TC 1-2 2-3 0.172 0.230 2,0801bs 2,823lbs 3-4 4-5 0.231 0.231 2,8221bs 2,823lbs 5-6 0.144 -1,7321bs BC 7-8 0.110 -735 lbs 9-10 0.419 2,819 lbs (-996 lbs) 11-12 0.115 -739 lbs 8-9 0.360 1,729 lbs (-569 lbs) 10-11 0.417 2,076 lbs (-875 lbs) Web 1-12 0.150 -768 lbs 2-10 0.233 1,690 lbs (-964 lbs) 5-8 0.066 -647 1bs 1-11 0.382 2,163 lbs (-620 lbs) 4-9 0.031 -328 lbs 6-8 0.330 1,866 1bs (-644 lbs) 2-11 0.053 -5261bs 5-9 0.240 1,7361bs (-6641bs) 6-7 0.080 7791bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepietition only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laffially perpendicular to the plane of the buss. Lateral braces shall be installed within 6 " of each web panel point 7)A cheep factor of 1.00 has been applied for this buss analysis. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO 1FS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:HA-DT Job: mun y Date: 05/09/24 08:41:31 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 811bs 8) Listed wind uplift reactions based on MWFRS & C&C loading. 9) Parapet TL: 0.07 in, 2L/592 (13-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H-DT Job: mun y Date: 05/09/24 08:41:10 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 025 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 811bs 0 M 0 ao 18-5-12 3-8-6 3-8-5 3-8-6 0 ao 9 13 1" .. T TT 6xf - 3-8-6 6 7-4-11 0.25 112 2>4 2x41 I 3-8-5 3-8-6 14-9-6 18-5-12 6a - 2z 418 - 418 - 0-0-0 3-8-6 3-8-6 All plates showntobe Eagle 20unless otherwise noted. 3-8-5 3-8-6 01 6x6 - 5x5 - 2z4 7-4-11 3-8-5 3-8-6 14-9-6 18-5-12 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.40 (2-3) BC: 0.74 (10-11) Web : 0.45 (2-10) Deflection I/ (loc) Allowed VertTL: 0.37in L/582 (10-11) L/240 VertLL: 0.25in L/870 (10-11) L/360 Horz TL: 0.03 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 8331bs -981bs -341bs-2431bs-2431bs 1561bs 7 1 1.5 in — 8371bs -93 lbs -381bs-2971bs-2971bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Verb: DFL #2 2 x 4 except DFL#2 2x 6: 13-12 Loads Bracing TC: Sheathed orPurlins at 3-5-0, Purlin design by Others. BC: Sheathed orPurlins at 5-1-0, Purlin design by Othets. 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 18-5-8:200 plf 0-0-0 to 12-0-0:260 plf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 13-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 18-5-12 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Mnnh a ID, no( CBI, max axial hue, (max mmpr. hoe ifdiflaaat flom max axial fiaace) Only hces gitaterthan 3001bs ate shown in this table TC 1-2 2-3 0.172 0.396 2,278lbs -3,667 lbs 3-4 4-5 0.396 0.396 2,822lbs -3,035 lbs 5-6 0.144 -1,752 lbs BC 7-8 0.158 -7351bs 9-10 0.692 2,8191bs (-9961bs) 11-12 0.230 -1,7001bs 8-9 0.548 1,729 lbs (-569 lbs) 10-11 0.735 2,993 lbs (1,125lbs) Web 1-12 0.150 -782 lbs 2-10 0.446 2,807 lbs (2,082lbs) 5-9 0.380 2,756 lbs (1,6841bs) 6-7 0.080 -785 lbs 1-11 0.382 2,371 lbs (-620 lbs) 3-10 0.037 415lbs 5-8 0.069 -856 lbs 2-11 0.061 -7691bs 4-9 0.041 -5091bs 6-8 0.330 1,9671bs (-644lbs) Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior appaovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepietation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Slumnary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed widen 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this mass analysis. 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:H-DT Job: mun y Date: 05/09/24 08:41:10 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-5-12 025 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 811bs 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 12, 7 may need to be considered. 9) Listed wind upliftreactions based on MWFRS & C&C loading. 10) Parapet TL: 0.12 in,2L/373 (13-1),Allowable2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I Job: mun y Date: 05/09/24 08:41:41 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-7 0.25/12 14 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 108lbs 0 o) 21-11-7 3-6-13 3-6-13 0-0-0 3-6-13 3-6-13 3-6-12 7-1-9 0.25 12 2 4I 4X34- 3-6-12 7-1-9 All plates showntobe Eagle 20unless otherwise noted. 3-6-13 10-8-6 3-6-13 10-8-6 5-4-3 16-0-9 2x44 6 5-4-2 21-4-11 0r6-1I2 21-11-7 7 2x4 -7 5z8 - 6z6 -— z4 - 2x4 5-4-3 16-0-9 5-4-2 21-4-11 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.49 (2-3) BC : 0.70 (12-13) Web : 0.40 (1-13) Deflection I/ (lox) Allowed VetTL: 0.53in L/468 (11-12) L/240 VetLL: 0.22in L/999 (11-12) L/360 Cant/OHTL: 0.03inUP 2L/276 8 2L/480 Cant/OHLL: 0.01 in UP 2L/662 8 2L/480 Horz TL: 0.03 in 9 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 14 1 5.5 in 1.50 in 9791bs -141bs-2051bs-2051bs 2541bs 9 1 5.5 in 1.50 in 1,0481bs -16 lbs-3191bs-3191bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFLSS2x6: 15-14 Loads Bracing TC: Sheathed or Puffins at 3-6-0, Purlin design by Others. BC: Sheathed orPurlins at7-10-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 15-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 21-11-7 Down Proj 4 psf 4 psf 24in Point Loads Member Location Direction Load Tnb Width Bot Bot Bot Bot Bot Bot Bot Member Forces 3-11-0 Down 6-7-0 Down 9-3-0 Down 11-11-0 Down 14-7-0 Down 17-3-0 Down 19-11-0 Down 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs Table indicates: Amber ID, max CSI, max axial forxt, (max comer. force ifdiffident fomnar axial force). Only forces garterthan 3001bs are shown in this table TC 1-2 2-3 0.487 0.488 -1,9831bs -2,033 lbs 34 4-5 0.459 0.221 -2,811 1bs 2,816lbs 5-6 0.232 -1,9421bs BC 10-11 0.329 1,968 lbs (-537 lbs) 12-13 0.704 2,025lbs (-796 lbs) 11-12 0.671 2,025lbs (-796 lbs) 13-14 0.517 -442 lbs Web 1-14 0.203 -1,0641bs 4-11 0.051 4601bs 6-9 0.096 -8271bs 1-13 0.396 2,244 lbs (-386 lbs) 5-11 0.168 952 1bs (-317 lbs) 6-8 0.056 -476 lbs 2-13 0.068 -627 lbs 5-10 0.076 6661bs 3-11 0.164 927 lbs (-52 lbs) 6-10 0.351 1,987 lbs (-576 lbs) 0-0-0 Orb-1I2 21-11L7 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO las ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I Job: mun y Date: 05/09/24 08:41:41 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-7 0.25/12 14 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 108lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a ProfessionalEngineee 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this mass analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. 8) Parapet TL: 0.09 in, 21J734 (15-1),Allowable 2L /120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I 1-DT Job: munay Date: 05/09/24 08:41:43 Page: 1 of 1 SPAN 5-11-6 PITCH 0/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 27 lbs 5-11-6 5-11-6 2x14 6 5-11-6 5)5 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 323 1 0-0-0 5-11-6 5-11-6 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (1-2) BC : 0.20 (3-4) Web : 0.34 (2-4) Deflection L' VertTL: 0.08 in L/796 VertLL: 0.05 in L/999 Horz TL: 0.01 in (loc) Allowed L/240 L/360 (3-4) (3-4) 3 Reaction JT Brg Combo Brg Width 4 1 5.5 in 3 1 1.5in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distnbued along shear walls along the bottom chord from 0-0-0 to 5-11-6:200 plf; 3-11-0 to 5-11-6:490 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft, h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Top Rqd Brg Width 1.50 in Max React 7871bs 7891bs Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz -5511bs -211bs-1911bs-5511bs -611bs -5491bs -21lbs-1941bs-5491bs Location 1 Location 2 Direction 0-0-0 5-11-6 Down Spread Proj Bracing TC: Sheathed orPurlins at 4-8-0, Purlin design by Others. BC: Sheathed orPurlins at 4-7-0, Purlin design by Others. Web: One Midpoint Row: 2-4 Start Load 4 psf End Load 4 psf TnbWidth 24 in Member Forces Table indicates: Metnber ID, nmc (N, max axial force (max comer. firce ifdifhent fiom ma axial firm). Only firms greater than 3001bs ate shown in this table TC 1-2 0.361 2,116lbs BC 3-4 0.203 2,1561bs Web 24 0.335 2,285lbs I23 0.082 -747 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intiepretation only. Install hanger per manufactures recommendation. 4) Provide adequate drainage to preventponding. 5) Brace bottom chord with approved sheathing or puffins per Bracing Summary 6) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 7)A creep factor of 1.00 has been applied for this truss analysis. 8) ® Indicates lateral bracing required perpendicular to the plane ofthetruss at either the midpoint (one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 4, 3 may need to be considered. 10) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I2 Job: munay Date: 05/09/24 08:41:44 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-6 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 261bs 5-11-6 2x14 x 5-11-6 5-11-6 34 - 1 0-0-0 5-11-6 2z4 0-0-0 5-11-6 All plates showntobe Eagle 20unless otherwise noted. Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (1-2) BC : 0.20 (3-4) Web: 0.06(1-4) Deflection I/ (loc) Allowed VertTL: 0.08 in L/796 (3-4) L/240 VettLL: 0.05 in L/999 (3-4) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 3121bs -21 lbs-1751bs-1751bs -621bs 3 1 1.5 in — 3161bs -21 lbs -141 lbs -141 lbs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Catogory II, OverallBldg Dims 25 ftx 60 fi; h = 15 fi; End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishnlxvedLaads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 5-11-6 Down Proj 4 psf 4 psf 24 in Member Forces Table indicaa: Mamba D, max CSI; max axial ince, (nmc eompr. nix if different tiommax axial brce} Only bras greater than 3001bs are shown in this table TC BC Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to preventpondmg. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I3 Job: munay Date: 05/09/24 08:41:50 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-6 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 261bs M_ N 5-11-6 5-11-6 2x14 x 5-11-6 34 - 0-0-0 5-11-6 2z4 0-0-0 5-11-6 All plates showntobe Eagle 20unless otherwise noted. Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.32 (1-2) BC : 0.37 (3-4) Web: 0.06(1-4) Deflection I/ (loc) Allowed VettTL: 0.15in L/433 (3-4) L/240 VettLL: 0.05 in L/999 (3-4) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 3771bs-1361bs-1361bs -631bs 3 1 1.5 in — 3821bs -101 lbs -101 lbs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Catogory II, OverallBldg Dims 25 ftx 60 fi; h = 15 fi•, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DishrlxvedLaads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Bot 0-0-0 5-11-6 Down Proj 15 psf 15 psf 24 in Member Forces Table indicaa: Mamba D, max CSI; max axial ince, (max eompr. trine if different tiommax axial brce). Only f greater than 3001bs are shown in this table TC BC Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufacturer's recommendation 4) Provide adequate drainage to preventpondmg. 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I3-DT Job: munay Date: 05/09/24 08:41:47 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-11-6 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 281bs N N 5-11-6 21 6 5-11-6 5-11-6 4 - 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 3x8 0-0-0 5-11-6 5-11-6 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (1-2) BC : 0.37 (3-4) Web : 0.87 (2-4) Deflection I/ (loc) Allowed VettTL: 0.15in L/433 (3-4) L/240 VettLL: 0.05 in L/999 (3-4) L/360 Horz TL: 0 in 3 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 7361bs-3231bs-1381bs-3231bs -641bs 3 1 1.5 in — 7391bs-3201bs-140lbs-3201bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 5-4-0, Puffin design by Others. BC: Sheathed orPurlins at 5-6-0, Purlin design by Others. 1) This truss has been designed for the effects due to a 1,650 Ibs (550 p1f) drag load distributed along shear walls along the bottom chord from 0-0-0 to 3-0-0. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 fix 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Bot 0-0-0 5-11-6 Down Proj 15 psf 15 psf 24 in Top 0-0-0 5-11-6 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Metnber ID, nmc CR mac axial fore, (max eompr: force ifdiffetaat fmm ma axial firm). Only hces greaterthan 3001bs ate shown in this table TC 1-2 0.361-1,598 lbs BC 3-4 0.367-1,5701bs Web 24 0.869-1,733 lbs I2-3 0.066 -608 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intiepretation only. Install hanger per manufactures recommendation. 4) Provide adequate drainage to preventponding. 5) Brace bottom chord with approved sheathing or purlins per Bracing Sunmiary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 4, 3 may nccd to be considered. 8) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO 1EsISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeStulde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IA Job: mun y Date: 05/09/24 08:41:56 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-7-0 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 511bs 10-7-0 3-6-13 3-6-12 3-5-7 N 1 11 0-0-0 3-6-13 3-6-13 7-1-9 3-6-12 10-7-0 3-5-7 0-0-0 3-6-13 All plates showntobe Eagle 20unless otherwise noted. 7-1-9 10-7-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.18 (2-3) BC : 0.14 (6-7) Web : 020 (9-1) Deflection L/ (roc) Allowed VertTL: 0.04 in UP L/999 (7-8) L/240 VertLL: 0.03 in UP L/999 (7-8) L/360 Horz TL: 0.01 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8 1 5.5 in 1.50 in 5121bs -421bs -116 lbs -116 lbs 2511bs 5 1 1.5 in — 513 Ibs -47 Ibs -306 Ibs -306 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL SS 2 x 6: 9-8 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at9-10-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, OverallBldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 9-1 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 9-2-3 Down Proj 4 psf 4 psf 24 in Point Loads MmibeT Location Direction Load Tnb Width Bot 3-11-0 Down Bot 6-7-0 Down 15 lbs 15 lbs Member Forces Table indicates: Mamba D, CSS new axial fog, (max comer. fare if differtnt from max axial force). Only faces gieatn than 3001bs are shown in this table TC 1-2 0.170-662 lbs 2-3 0.184-662 lbs BC 5-6 0.133 660 lbs (433lbs) 6-7 0.138 660 lbs (-433 lbs) 7-8 0.090 -434 lbs Web 1-8 0.196 450lbs 3-5 0.153-759 lbs 1-7 0.131 7411bs (-1571bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intepiettion only. Install hanger per manufacture?srecommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shallbe braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed widen 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IA Job: mun y Date: 05/09/24 08:41:56 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 10-7-0 025 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 511bs 8) Listed wind upliftreactions based on MWFRS & C&C loading. 9) Parapet TL: 0.11 in, 2v627 (9-1), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IA-DT Job: minhay Date: 05/09/24 08:41:52 Page: 1 of 1 SPAN 10-7-0 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24in WGT/PLY 45 lbs 0 CNI 10-7-0 4x14 - 2 3-6-13 3-6-12 3-6-13 7-1-9 0.25 12 24 1 3)4 - 3-5-7 10-7-0 0-0-0 3-6-13 3-6-13 All plates showntobe Eagle 20unless otherwise noted. 4z4 - 3-6-12 3-5-7 3x4 - 0-0-0 7-1-9 10-7-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (3-4) BC: 0.41 (7-8) Web : 024 (3-5) Deflection I/ VertTL: 0.12in L/991 VertLL: 0.11 in L/999 Horz TL: 0.01 in (loc) Allowed L/240 L/360 (7-8) (7-8) 5 Reaction JT Brg Combo Brg Width 8 1 5.5 in 5 1 1.5in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to a 1,650 Ibs (550 plf) drag load distributed along shear walls along the bottom chord from 0-0-0 to 3-0-0. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Top Point Loads Member Rqd Brg Width 1.50 in Max React 518 lbs 510 Ibs Max Gmav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz -671bs -16lbs-2191bs-2191bs 701bs -76 Ibs -25 Ibs -229 Ibs -229 Ibs Location 1 0-0-0 Location 2 Direction 9-2-3 Down Spread Proj Location Direction Load Tnb Width Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed or Purlins at4-10-0, Purlin design by Others. Start Load 4 psf End Load 4 psf TnbWidth 24 in Bot Bot Member Forces TC 1-2 0.266 BC 5-6 0.393 Web 1-8 0.060 1-7 0.180 3-11-0 Down 6-7-0 Down 15 Ibs 15 Ibs Table indicates: Mernber D, max CSS nxtx axial force, (max rengr. force ifdifferent from max axial fare) Only faces gieatathan 3001bs are shown in this table -1,144 lbs 1,085 lbs -570 lbs 1,305 lbs 2-3 (-4831bs) 6-7 2-7 (-632 lbs) 3-5 0.248 0.393 0.027 0.239 -663 lbs 1,085 lbs -301 lbs -1,2481bs 3-4 0.364-538 lbs (-4831bs) 7-8 0.412-1,650 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical inhepretation only. Install hanger per manufacturer's recommendation. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 8, 5 may need to be considered. 8) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IA-GT Job: mturay Date: 05/09/24 08:41:53 Page: 1 of2 SPAN 5-3-0 PITCH QTY 0/12 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 2 SPACING 3124in WGT/PLY 311bs 5-3-0 2-7-8 2-7-8 2-7-8 5-3-0 4x44- 284I 4)4- u� N 2z4 I 4x8 - 2x4 0-0-0 2-7-8 2-7-8 0-0-0 2-7-8 All plates showntobe Eagle 20unless otherwise noted. 5-3-0 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC: 0.14 (1-2) BC: 0.10 (4-5) Web : 0.05 (1-5) Deflection I/ (loc) Allowed VettTL: 0 in L/999 (4-5) L/240 VettLL: 0 in L/999 (4-5) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo 6 1 4 1 Material TC: DFL SS 2 x 4 BC: DFLSS2x6 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Catogory II, Overa11Bldg Dims 25 ftx 60 fir, h = 15 fi; End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load has been applied to the BC concurrent with other dead+ live loads. Brg Width 1.5 in 1.5 in Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift 7621bs-1591bs 7621bs -115 lbs Max Uplift Max Horiz -1591bs 871bs -115lbs Load Case Lrl: StdLive Load DishtutedLoads Member Location 1 Top 0-0-0 Load CaseDl: StdDeadLoad Distributed Leeds Member Top Top Bot Location 1 0-0-0 0-0-0 0-0-0 Member Forces TC 1 Location 2 Direction 5-3-0 Down Location 2 5-3-0 5-3-0 5-3-0 Direction Down Down Down Bracing TC: Sheathed orPurlins at 6-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Spread Start Load End Load TnbWidth Proj 52.07 pif 52.07 pif Spread Start Load End Load Trill Width Proj 4 plf 4 plf Proj 23.43 p1f 23.43 p1f Proj 1823 p1f 1823 p1f Table indicates: Member ID, max CSS max axial forte (max con>nr. force ifdifferent from max axial force) Only faces greater than 3001bs are shown in this table BC Web 1-5 0.055 309 1bs (-59 lbs) 3-5 0.055 309 1bs (591bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepretalion only. Installhangers per manufacturer's recommendations. 4) Provide adequate drainage to preventponding. 5) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Mass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IA-GT Job: mumay Date: 05/09/24 08:41:53 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-3-0 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 3124in 311bs 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall be butt and attached as follows, per ply: 16d Nails or Gun Nails [min 0.135"x3"]TC-1 row @ 1-0-0 oc, BC - 2 staggered rows @ 1-0-0 oc , Webs - 1 row @ 1-0-0 oc. Provided the hanger connections do not adequately transferthe applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 0.135"x3"] as follows widen 24" of the location shown: BC: 0-0-0,(2)Connectors BC: 1-3-12,(2)Connectors BC: 2-7-8,(2)Connectors BC: 3-11-4,(2)Connectors BC: 5-3-0,(2)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations 8) When applied loads are on one side ofgirde5 do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirde5 double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted 11)Naas in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAIABLEFROMEAGLEUPONREQUEST.DESIGNVALIDONLYWHINEAGLEMETALCONNECTORSAREUSED. TnteBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IB Job: muimy Date: 05/09/24 08:42:00 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-6-15 0.25/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 281bs 5-6-15 2x14 rb N v N 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 0.25 112 5-0-3 5-0-3 5-0-3 5-0-3 10 6-12I 5-6-15 3x4- 214 0-0-0 0-6-12 I5-6-15I Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.27 (1-2) BC : 0.25 (5-6) Web : 0.07 (1-6) Deflection I/ (roc) Allowed VertTL: 0.09in L/623 (5-6) L/240 VertLL: 0.04inUP L/999 (5-6) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 3071bs -19lbs-1771bs-1771bs 761bs 4 1 5.5 in 1.50 in 320 Ibs -14 Ibs -174 Ibs -174 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catr gory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage atiic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Disht tedLeads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 5-6-15 Down Proj 4 psf 4 psf 24in Point Loads Member Location Direction Load Tnb Width Bot 2-7-4 Down Bot 5-3-4 Down 15 Ibs 15 Ibs Member Forces Table indicates: Metnber ID, nmc CSI, max axial hue, (max oomph: &rrte ifdifhrnt from maac axial hte). Only hces greater than 300lbs ate shown in this table TC I BC I Web Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IB-GT Job: mun y Date: 05/09/24 08:41:58 Page: 1 of2 SPAN 5-3-0 PITCH QTY 0/12 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 2 SPACING 3124in WGT/PLY 311bs 5-3-0 2-7-8 2-7-8 2-7-8 5-3-0 4xt4 - 24 I 4 4 to N 6 2x4 0-0-0 2-7-8 4x8 - IB IB 2-7-8 4 2x4 0-0-0 2-7-8 All plates showntobe Eagle 20unless otherwise noted. 5-3-0 Loading (psf) Carried Loads (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.09 (1-2) BC : 0.10 (5-6) Web : 0.06 (1-5) Deflection I/ (roc) VertTL: 0.01 in L/999 (4-5) Vert LL: 0 in L / 999 (4-5) Horz TL: 0 in 4 Allowed L/240 L/360 Reaction JT Brg Combo 6 1 4 1 Material TC: DFL SS 2 x 4 BC: DFLSS2x6 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Cat -gory II, OverallBldg Dims 25 ftx 60 fir, h = 15 fir, End Zone Truss, Both end webs considered DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load has been applied to the BC concurrent with other dead+ live loads. Load Case Lrl: StdLive Load Dislit tedLoads Member Top Brg Width 1.5 in 1.5 in Rqd Brg Width Max React 774 lbs 817 Ibs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz -761bs-1941bs-1941bs-107lbs -521bs-130lbs-130lbs Location 1 0-0-0 Load CaseDl: StdDeadLoad Distributed Loads Member Top Bot Top Location 1 0-0-0 0-0-0 0-0-0 Location 2 Direction 5-3-0 Down Location 2 5-3-0 5-3-0 5-3-0 Direction Down Down Down Spread Proj Spread Proj Proj Proj Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Start Load 52.07 pif Start Load 23.43 pif 18.23 plf 4plf End Load TnbWidth 52.07 pif End Load TnbWidth 23.43 pif 18.23 plf 4plf Member Forces Table indicates: Member D, max CSI, nax axial fad (nax cengr. fie if different from nac axial force). Only faces greater than 3001bs are shown in this table TC 1 1 BC Web 1-5 0.061 344 lbs (581bs) 3-5 0.061 344 lbs (-58 lbs) Truss to Truss Connection Summary Carved Tams Carrying Chord Carrying Offset IB BC 1-9-12 IB BC 3-9-12 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO iFS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IB-GT Job: mur ay Date: 05/09/24 08:41:58 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5-3-0 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 3124in 311bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hangers are for graphical intrepretation only. Install hangers per manufacturer's recommendations. 4) Provide adequate drainage to prevent pond ng. 5) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for allplies. Two identical trusses shall be built and attached as follows, per ply: 16dNarls or Gun Nails [min 0.135"x3"] TC -1 row @ 1-0-0 oc, BC - 2 staggered rows @ 1-0-0 oc, Webs -1 row @ 1-0-0 oc. Provided thehanger connections do not adequatly transfer the applied load to all plies: in addition to connectors shown above, attach each pair of giderplies with supplementa116d Nails or Grn Nails [min 0.135"x3"] as follows within 24" of the location shown: BC: 0-0-0,(2)Connectors BC: 1-3-12,(2)Connectors BC: 2-7-8,(2)Connectors BC: 3-11-4,(2)Connectors BC: 5-3-0,(2)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 8) When applied loads are on one side of gidet do not flip girder during girder connector installation, install connectors on the girder sidewheresupported loads are applied. When applied loads are on both sides ofgi det double the spacing and install half of the connectors on one side of girder and then flip the girderto install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted. 11)Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IC-GT Job: mun y Date: 05/09/24 08:42:02 Page: 1 of2 SPAN PITCH 21-11-7 0.25/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 2 SPACING 19.45 in WGT/PLY 1161bs 0 N 21-11-7 3-6-13 3-6-13 3-6-12 7-1-9 0.25 112 4 24 3-6-13 10-8-6 24 5-4-3 16-0-9 55 - 5-4-2 21-4-11 01.6- 2 21-11-7 2x4 10x10 fl� 2x 0-0-0 3-6-13 3-6-12 3-6-13 7-1-9 All plates showntobe Eagle 20unless otherwise noted. 2x4 1 1JU 4z8 - IA-GT 3-6-13 10-8-6 5-4-3 16-0-9 UU 4zb IB-GT 5-4-2 21-4-11 Loading (psf) Carried Loads (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.23 (3-4) BC : 0.45 (11-12) Web : 028 (1-13) Deflection I/ VertTL: 027 in L/905 VertLL: 0.13in L/999 Cant/OHTL: 0.02 in UP 2L/508 Cant / OH LL: 0.01 in UP 2L / 999 Horz TL: 0.01 in (loc) Allowed (11-12) L/240 (11-12) L/360 8 2L/480 8 2L/480 9 Reaction JT Brg Combo 14 1 9 1 Material TC: DFL SS 2 x 4 BC: DFLSS2x6 Web: DFL#22x4 Loads Brg Width 5.5in 5.5in Rqd Brg Width 1.50 in 1.50in Max React 1,207 lbs 1,361 Ibs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz -391bs -391bs 621bs -8lbs -8lbs Bracing TC: Sheathed orPurlins at 6-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Casgory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load Case Lr1: StdLive Load DishtutedLoads Member Location 1 Location 2 Top 0-0-0 21-11-7 Top 0-0-0 9-3-12 Top 14-6-4 21-11-7 Direction Down Down Down Spread Proj Proj Proj Start Load 13.66 pif 18.75 pff 18.75 pff End Load TnbWidth 13.66 pff 18.75 pff 18.75 pff 2x4 0-0-0 0r6-12 21-11I-7 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:IC-GT Job: mun y Date: 05/09/24 08:42:02 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-7 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 19.45 in 1161bs Load CaseDl: StdDeadLoad Distrilaled Leads Member Location 1 Location 2 Direction Spread Start Load End Load Tnb Width Top 0-0-0 21-11-7 Down Proj 4 psf 4 psf 24 in Top 0-0-0 21-11-7 Down Proj 6.15 plf 6.15 plf Top 0-0-0 9-3-12 Down Proj 8.44 plf 8.44 plf Top 14-6-4 21-11-7 Down Proj 8.44p1f 8.44p1f Bot 0-0-0 21-11-7 Down Proj 4.78p1f 4.78p1f Bot 0-0-0 9-3-12 Down Proj 6.56 plf 6.56 plf Bot 14-6-4 21-11-7 Down Proj 6.56p1f 6.56p1f Point Loads Member Location Direction Load Tnb Width Bot Bot Bot Bot Bot Bot Bot Member Forces 3-11-0 Down 6-7-0 Down 9-3-0 Down 11-11-0 Down 14-7-0 Down 17-3-0 Down 19-11-0 Down 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs Table indicates: Manta D, max CSI, max axial foaoy (mac comer. foace if different flummox axial foice). Only torus gicaterthan 300lbs aie shown in this table. TC 1-2 2-3 0.209 0.210 -1,4341bs -1,4541bs 3-4 4-5 0.231 0.187 -2,1571bs 2,1581bs 5-6 0.129 -1,4871bs BC 10-11 0.283 1,5031bs 12-13 0.450 1,4511bs 11-12 0.450 1,4511bs Web 1-14 0.073 -735 lbs 3-11 0.143 809 lbs (-1 lbs) 6-10 0.268 1,519 lbs (-2lbs)I 1-13 3-12 0.282 0.033 1,5991bs -334lbs 5-11 5-10 0.127 0.036 7211bs 3571bs 6-9 6-8 6 8 0.030 4951bs 3051bs Truss to Truss Connection Summary Carried Tnass Canying Choral Carrying Offset IA-GT BC 9-3-12 1RGT BC 1464 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent ponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this mass analysis. 6) The forces shown for this multi -ply mass are per ply and the reactions are for allplies. Two identical trusses shall bebultand attached as follows, per ply: l6d Nails or Gun Nails [min 0.135'x3"] TC -1 row @ 1-0-0 oc, BC - 2 staggered rows @ 1-0-0 oc, Webs -1 row @ 1-0-0 oc. Provided the hanger connections do not adequately transfer the applied load to allplies: in addition to connectors shown above, attach each pair of girder plies with supplemental 16d Nails or Gun Nails [min 0.135"x3"] as follows within 24" of the location shown: BC: 3-11-0,(1)Connectors BC: 6-7-0,(1)C onnectors BC: 9-3-0,(1)Connectors BC: 9-3-12,(3)Connectors BC: 11-11-0,(1)Connectors BC:14-6-4,(3)Connectots BC: 14-7-0,(1)Connectors BC: 17-3-0,(1)Connectors BC:19-11-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS or the connector manufacturer recommendations. 7) When applied loads are on one side ofgirde do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirde double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 8) Lateral bracing shallbe attached to each ply. 9)All fasteners minimum 2-12" long, unless otherwise noted. 10)Nails in 1st and 2nd ply shall be offsetfrom successive plies by 12 the nail spacing. 11) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC Po DESIGN NO iEb ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuilde) Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I-DT Job: mumay Date: 05/09/24 08:41:33 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-3-7 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 961bs TT W In N O 1T 6x 2x 19-3-7 4-5-9 3-6-13 5-4-3 5-4-2 6-1 4-5-9 0.25 4x6 - 12 8-0-6 2x,4 13-4-9 5x45 - 18-8-11 2x4 10tg10 -6 L 11 6z6 - 6z8 - 6x6 - x 0-0-0 4-5-9 4-5-9 All plates showntobe Eagle 20unless otherwise noted. 3-6-13 8-0-6 5-4-3 13-4-9 5-4-2 18-8-11 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (5- BC : 0.35 (7-8) Web : 0.71(4-10) Deflection I/ (loc) Allowed VertTL: 0.17in L/999 (9-10) L/240 VertLL: 0.06 in L/999 (9-10) L/360 Horz TL: 0.02 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 1,0351bs -210 lbs -5 lbs-2391bs-2391bs 791bs 8 1 5.5 in 2.06 in 1,9271bs -4681bs -4681bs 7 1 1.5 in — 1981bs-1,1381bs -421bs-1,1381bs Material TC: DEL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads Bracing TC: Sheathed or Purlins at 4-6-0, Purlin design by Others. BC: Sheathed or Purlins at 4-5-0, Purlin design by Others. 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 18-8-11:200 plf 0-0-0 to 6-0-0:380 PIE 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderr point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load Case D1: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 19-3-7 Down Proj 4 psf 4 psf 24 in Point Loads Member Location Direction Load Tnb Width Bot Bot Bot Bot Bot Bot Bot 1-3-0 Down 3-11-0 Down 6-7-0 Down 9-3-0 Down 11-11-0 Down 14-7-0 Down 17-3-0 Down 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs Member Forces Table indicaa: Member D, max CST, max axial hue, (max caner. fog if different flommax axial bnx) Only bras gicaterthan 3001bs ate shown in this table TC 1-2 2-3 0.178 0.160 2,1731bs 2,2101bs 34 4-5 0.237 0.220 2,4791bs 2,2041bs BC 8-9 0.164 -9541bs 10-11 0.272 3,151 lbs (-1,6691bs) 9-10 0.293 1,4791bs (-3561bs) 11-12 0.227 2,5891bs Web 1-12 0.087 -994 lbs 2-10 0.240 1,563 lbs (1,0861bs) 5-9 0.362 2,501 lbs (-807 lbs) 1-11 0.331 2,39511,s (-794 lbs) 4-10 0.711 2,034 lbs (1,52111,$) 5-8 0.187 -1,602 lbs 2-11 0.074 -82811,s 4-9 0.081 -859 lbs 5-7 0.139 1,008 lbs (457lbs) 0- 0-0-0 q-6-1? 119-3-17 FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAIABLEFROMEAGLEUPONREQUEST.DESIGNVALIDONLYWHINEAGLEMETALCONNECTORSAREUSED. TmeBuild 9 Mass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I-DT Job: mun y Date: 05/09/24 08:41:33 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-3-7 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 961bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engine¢ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Hanger is for graphical intrepretation only. Install hanger per manufactures recommendation. 4) Provide adequate drainage to prevent pond ng. 5) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 12, 7 may need to be considered. 8) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I-GB Job: miutay Date: 05/09/24 08:41:35 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-3-7 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 103 lbs TT W rl9 N O 1T 5x 2x 19-3-7 4-5-9 3-6-13 5-4-3 5-10-14 4-5-9 0.25 3x4 - 12 8-0-6 2>,4 13-4-9 19-3-7 5t5 - 0 o 0 gg 5x5gg - 4x8 - 6z6 - 0-0-0 4-5-9 3-6-13 5-4-3 5-10-14 0-0-0 4-5-9 All plates showntobe Eagle 20unless otherwise noted. 8-0-6 13-4-9 19-3-7 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.29 (4-5) BC : 0.30 (7-8) Web : 0.33 (5-7) Deflection I/ (loc) Allowed VertTL: 0.18 in L/999 (7-8) L/240 VettLL: 0.07 in L/999 (7-8) L/360 Horz TL: 0.02 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 8531bs -361bs-2851bs-2851bs 791bs 6 1 5.5 in 1.50 in 8531bs -391bs-2871bs-2871bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 4-6-0, Purlin design by Others. BC: Sheathed or Puffins at 9-4-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distnb tedLoads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 19-3-7 Down Proj 4 psf 4 psf 24 in Member Forces Table indicates: Member ID, max CSI, max axial blue, (nar comer. time if diffaent fiommax axial firm) Only bras grmterthan 3001bs are shown in this table TC 1-2 0.177 -1,558lbs 2-3 0.170 2,0511bs 34 0.255 2,0521bs 14-5 0.287-1,7701bs BC 7-8 0.302 1,765 lbs (-528 lbs) 8-9 0.232 1,555 lbs (471lbs) Web 1-10 0.086 -801 lbs 2-8 0.106 600 lbs (-157 lbs) 5-7 0.333 1,885 lbs (-606 lbs) 1-9 0.297 1,680 lbs (-535 lbs) 4-8 0.073 412 lbs (-89 lbs) 5-6 0.092 -790 lbs 2-9 0.062 -571 lbs 4-7 0.063 -551 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at 24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to preventponding. 7)A c,eep factor of 1.00 has been applied for this truss analysis. 8) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I-GT Job: mummy Date: 05/09/24 08:41:37 Page: 1 of2 SPAN PITCH 21-11-7 0.25/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 2 SPACING 19.45 in WGT/PLY 122 lbs 0 co 21-11-7 15 5x 2X 0-0-0 3-6-13 3-6-13 3-6-12 7-1-9 2xV 4 0.25I12 44 l 3-6-13 10-8-6 2x44 I 5-4-3 16-0-9 5 5-4-2 21-4-11 0r6-2 21-11-7 2x4 1 1010 813 x8 - 3-6-13 3-6-12 3-6-13 7-1-9 All plates showntobe Eagle 20unless otherwise noted. liU 2zi I 4z8 - IA-GT 3-6-13 10-8-6 5-4-3 16-0-9 UU IB-GT 5-4-2 21-4-11 Loading (psf) Carried Loads (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.23 (3-4) BC: 0.45 (11-12) Web : 028 (1-13) Deflection I/ VertTL: 027in L/911 VatLL: 0.12in L/999 Cant/OHTL: 0.02 in UP 2L/511 Cant / OH LL: 0.01 in UP 2L / 999 Horz TL: 0.01 in (loc) Allowed (11-12) L/240 (11-12) L/360 8 2L/480 8 2L/480 9 Reaction JT Brg Combo Brg Width 14 1 5.5 in 9 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x6 Web: DEL #2 2 x 4 except DEL SS 2 x 6: 15-14 Loads Rqd Brg Width 1.50 in 1.50in Max React 1,207 lbs 1,361 Ibs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift -371bs -371bs Bracing TC: Sheathed orPurlins at 6-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Max Horiz 203 lbs 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fl, h=15 fl, End Zone Truss, Both end webs considered DOL=1.60 2) Minimum stooge attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 15-1 Load Case Lrl: StdLive Load DistributedLoads Member Location 1 Location2 Direction Spread Start Load End Load TnbWidth Top 0-0-0 21-11-7 Down Proj 13.66p1f 13.66p1f Top 0-0-0 9-3-12 Down Proj 18.75 p1f 18.75 p1f Top 14-6-4 21-11-7 Down Proj 18.75 p1f 18.75 p1f 2x4 I 0-0-0 0r6-12 21-11I-7 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:I-GT Job: mumay Date: 05/09/24 08:41:37 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-11-7 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 19.45 in 1221bs Load CaseDl: StdDeadLoad Distnhited lords Member Location 1 Location 2 Direction Spread Start Load End Load Tnb Width Top 0-0-0 21-11-7 Down Proj 4 psf 4 psf 24 in Top 0-0-0 21-11-7 Down Proj 6.15 plf 6.15 plf Top 0-0-0 9-3-12 Down Proj 8.44 plf 8.44 plf Top 14-6-4 21-11-7 Down Proj 8.44p1f 8.44p1f Bot 0-0-0 21-11-7 Down Proj 4.78p1f 4.78p1f Bot 0-0-0 9-3-12 Down Proj 6.56 plf 6.56 plf Bot 14-6-4 21-11-7 Down Proj 6.56p1f 6.56p1f Point Loads Member Location Direction Load Tnb Width Bot Bot Bot Bot Bot Bot Bot Member Forces 3-11-0 Down 6-7-0 Down 9-3-0 Down 11-11-0 Down 14-7-0 Down 17-3-0 Down 19-11-0 Down 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs 15 lbs Table indicates: MemberD, max CSI, max axial fob (mac comer. come ifdiffident fiomnac axial fog} Only foxes gmaterthan 3001bs aie shown in this table. TC 1-2 2-3 0.212 0.212 -1,4231bs -1,4431bs 34 4-5 0.234 0.186 -2,1531bs 2,1541bs 5-6 0.129 -1,4861bs BC 10-11 0.283 1,5021bs 12-13 0.451 1,4401bs (-791bs) 11-12 0.451 1,4401bs (-79 lbs) Web 1-14 0.079 -742 lbs 5-11 0.127 717 lbs 6-8 0.030 -305 lbs 1-13 0.281 1,593 lbs (-8 lbs) 5-10 0.036 -357 lbs 3-12 0.034 -338 lbs 6-10 0.268 1,518 lbs 3-11 0.144 816 lbs (3011,4 6-9 0.050 -495 lbs Truss to Truss Connection Summary Coed Truss Canying Chohd Canying Offset IA-GT BC 9-3-12 TROT BC 1464 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appivval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainageto prevent pond ng. 4) Bracebottom chord with approved sheathing or puffins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for allplies. Two identical trusses shall be built and attached as follows, per ply: l6d Nails or Cum Nails [min 0.135"x3"] TC -1 row @ 1-0-0 oc, BC - 2 staggered rows @ 1-0-0 oc , Webs -1 row @ 1-0-0 oc. Provided the hanger connections do not adequately transferthe applied load to all plies: in addition to connectors shown above, attach each pair ofgirder plies with supplemental 16d Nails or Cum Nails [min 0.135"x3"] as follows within 24" of the location shown: BC:3-11-0,(1)Connectors BC: 6-7-0,(1)Connectors BC: 9-3-0,(1)Connectors BC: 9-3-12,(3)Connectors BC: 11-11-0,(1)Connectors BC: 14-6-4,(3)Connectors BC: 14-7-0,(1)Connectors BC: 17-3-0,(1)Connectors BC:19-11-0,(1)Connectors Connectors shall not encroach on other girder ply connectors or truss -to -buss connectors in accordance with the NDS or the connector manufacturer recommendations 8) When applied loads are on one side ofgirdet; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdet; double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)Allfasteners minimum 2-12" long, unless otherwise noted 11)Natls in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind uplift reactions based on MWFRS & C&C loading. 13) Parapet TL: 0.04 in, 2L999 (15-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J Job: moray Date: 05/09/24 08:42:06 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-9-0 2.5 /12 10 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 981bs 00 co 20-9-0 5-2-4 5-2-4 5-2-4 5-2-4 1 2x 0-0-0 5-2-4 5-2-4 2.5 12 61 / 6xz6/ 10-4-8 5-2-4 24 12 2.5 15-6-12 5-2-4 4x44 / 7x8 / 20-9-0 5-2-4 Gab$ / 4-2-12 5-2-4 All plates showntobe Eagle 20unless otherwise noted. 10-4-8 15-6-12 20-9-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.34 (1-2) BC: 0.41 (7-8) Web : 0.54 (5-7) Deflection L' (loc) Allowed VettTL: 0.29 in L/808 (7-8) L/240 VettLL: 0.08 in L/999 (7-8) L/360 Horz TL: 0.04 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.53 in 1,4731bs 1891bs 6 1 5.5 in 1.54 in 1,4731bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This mass has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad DistnbutedLaads Member Location 1 Location2 Direction Spread Start Load Bot 0-0-0 20-9-0 Down Proj 15 psf Bracing TC: Sheathed orPurlins at 3-6-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Puffin design by Others. End Load 15 psf TnbWidth 24 in Member Forces Table indicates: Mamba ID, max CSI, max axial blue, (max con},c form ifditlaart flom max racial brce). Only bras grmterthan 3001bs ate shown in this table TC 1-2 0.341 2,7211bs 2-3 0.316 -3,575 lbs 34 0.317 -3,570 lbs 14-5 0.338 2,6691bs BC 7-8 0.414 2,707 lbs 8-9 0.401 2,730 lbs Web 1-10 0.160 -1,3541bs 2-8 0.153 8651bs 4-7 0.104 -8791bs 1-9 0.476 2,695 lbs 3-8 0.052 437lbs 5-7 0.542 3,068 lbs 2-9 0.105 8881bs 4 8 0.183 1,0351bs 5-6 0.160 -1,3571bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TOALL OF THE INSTRUCTIONS, LINIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC1'S DESIGN NO 1Eb ISSUED WITH THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1 Job: munay Date: 05/09/24 08:42:09 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 4-2-0 2.5 /12 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 231bs All plates showntobe Eagle 20unless otherwise noted. 2.5 112 0-0-0 4-2-0 4-2-0 4-2-0 4-2-0 24 0-0-0 4-2-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC: 0.19 (1-2) BC : 0.10 (3-4) Web : 0.13 (2-3) Deflection I/ (loc) Allowed VertTL: 0.02in L/999 (3-4) L/240 VettLL: 0.02 in L/999 (3-4) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 2901bs -941bs -941bs 109 lbs 3 1 5.5 in 1.50 in 2901bs -2 lbs-1681bs-1681bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This buss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Casa gory II, Overall Bldg Dims 25 ftx 60 fi h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces TC Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Manha ID, max CSI, max axial Tome, (max comer. foax ifdiffaart fiom mac axial font). Only fours g to -than 300lbs ale shown in this table BC Web Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior awl ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summery. 4)A creep factor of 1.00 has been applied for this mass analysis. 5) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC Po DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1A Job: muimy Date: 05/09/24 08:42:12 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 21-4-1 25/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1311bs N O N T M 21-4-1 5-4-0 5-4-1 5-4-0 5-4-0 5-4-0 5-4-0 10-8-1 5-4-1 16-0-1 5-4-0 21-4-1 5-4-0 4x12 - 6>�$ / 5-4-0 All plates showntobe Eagle 20 unless otherwise noted. 10-8-1 16-0-1 21-4-1 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (1-2) BC : 0.22 (8-9) Web : 0.52 (3-7) Deflection I/ (hoc) Allowed VertTL: 0.09 in L/999 (8-9) L/240 VertLL: 0.03 in L/999 (9-10) L/360 Horz TL: 0.01 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 1,1781bs -391bs -391bs 2451bs 5 1 5.5 in 1.50 in 1,2051bs -72 Ibs -721bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial Sdaz (max comer. faux ifdi8ha t 8om mac axial force). Only foals ga terthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 5-9-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Web: One Midpoint Row: 4-6 TC 1-2 0.358 -1,183 lbs 2-3 0.322 -1,235 1bs 34 0.322 -780 lbs BC 6-7 0.197 7071bs 7-8 0.216 1,1591bs 8-9 0.221 1,1321bs Web 1-10 1-9 2-9 0.193 0.232 0.167 -1,1241bs 1,3141bs -5891bs 3-7 4-7 4-6 0.521 0.102 0.286 6541bs 575 lbs -1,1771bs 5-6 0.468 9901bs (401bs) Notes 1) Unless noted otherwise, do not cut or alga any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary 4) Lateral bracing shown is for illustration purposes only and maybe placed on either edge of Ines member 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 7) i] Indicates lateialbracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information. 8) Listed wind uplift reactions based on MWFRS & C&C loading. co ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. T1ueBuilde) Tnlss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1B Job: munay Date: 05/09/24 08:42:15 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 27-9-9 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1871bs N 0) T 1 T 27-9-9 5-6-4 5-6-4 5-6-5 11-0-9 4-11-0 15-11-9 4-9-0 20-8-9 3-7-8 24-4-1 3-5-8 II 27-9-9 214 6�6 / �� 2.512 7�i 5 / �� 4�4 / 5x15 / i� 5-6-4 5-6-5 4-11-0 5z8 - 4-9-0 21116 x4 1-0-0 3-7-8 5-6-4 All plates showntobe Eagle 20unless otherwise noted. 11-0-9 15-11-9 20-8-9 24-4-1 1-0-0 3-5-8 27-9-9 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (1-2) BC: 0.22 (13-14) Web : 0.78 (4-10) Deflection I/ (loc) Allowed VertTL: 0.08in L/999 (13-14) L/240 VettLL: 0.01 in L/999 (9-10) L/360 Horz TL: 0.01 in 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 15 1 5.5 in 1.50 in 1,0941bs 2731bs 10 1 5.5 in 1.89 in 1,7711bs 8 1 5.5 in 1.50 in 2881bs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber D, max CSI:, nnx axial forte (n comps face ifditiaart flummox axial force). Only fonxi geaterthan 3001bs are shown in this table. -3 lbs -40 Ibs -40 Ibs Bracing TC: Sheathed orPurlins at 6-1-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 0.364-1,088 1bs 34 0.284-553 lbs 2-3 0.329-1,044 1bs BC 12-13 0.186 9701bs 13-14 0.219 1,0381bs (-11 1bs) Web 1-15 0.178-1,0391bs 1-14 0.212 1,1991bs 2-14 0.149-5181bs 3-12 0.542 -732 lbs 4-12 0.094 5331bs 4-10 0.779 -1,068 lbs 12-10 0.089 5021bs 5-10 0.558-802 lbs I5-9 0.078 442 lbs 6A 0.242-3021bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS & C&C loading. 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1C Job: munay Date: 05/09/24 08:42:19 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-6-1 25/12 4 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 2071bs T 31-6-1 0-0-0 4-11-0 4-11-0 4-11-0 4-11-1 9-10-1 2.5 112 4-11-1 4-11-0 14-9-1 4-11-0 4-11-0 19-8-1 4-11-0 4-9-0 24-5-1 4-9-0 4-11-0 9-10-1 All plates showntobe Eagle 20unless otherwise noted. 14-9-1 19-8-1 24-5-1 3-7-8 28-0-9 2x4 I 1-0-0 3-7-8 28-0-9 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.32 (1-2) BC: 0.23 (14-15) Web : 0.77 (4-13) Deflection I/ (loc) Allowed VertTL: 0.11 in L/999 (14-15) L/240 VettLL: 0.01 in L/999 (10-11) L/360 Horn TL: 0.02 in 11 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 17 1 5.5 in 1.50 in 1,2451bs 2741bs 11 1 5.5 in 2.33 in 2,1871bs 9 1 5.5 in 1.50 in 1761bs-1461bs -211bs -501bs-1461bs Material TC: DFL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Manta D, CSI, max axial ice, (my( comps force ifdiffewnt from max axial force} Only ford paaterthan 3001bs aie shown in this table. Bracing TC: Sheathed orPurlins at 5-5-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Web: One Midpoint Row: 5-11 TC 1-20.320 2-3 0.284 -1,4561bs -1,627 lbs 3-40.288 4-5 0.279 -1,2151bs -523 lbs 5-6 0.272 4491bs (-171bs)I BC 10-11 0.089 4011bs 14-15 0.225 1,5471bs 13-14 0.182 1,1371bs 15-16 0.218 1,4101bs Web 1-17 0.150 -1,1951bs 4-13 0.767 -1,0371bs 6-10 0.118 6671bs 1-16 0.277 1,5661bs 5-13 0.136 7691bs 7-10 0.404 -5031bs 2-16 0.121 -6371bs 5-11 0.278 -1,3331bs 3-14 0.350 -5791bs 13-11 0.085 4841bs 4-14 0.084 4781bs 6-11 0.716 -1,0281bs 1-0-0 3-5-8 31-6-1 v N 0 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Brace bottom chord with approved sheathing or purlins per Bracing Sunmiary. 4)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 5) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 6)A creep factor of 1.00 has been applied for this truss analysis. 7) ® Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint (one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint 9 may need to be considered. 9) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 11J ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1C-GBDT Job: mun y Date: 05/09/24 08:42:17 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-6-1 25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 3061bs 31-6-1 0-0-0 4-11-0 4-11-0 4-11-0 4-11-1 9-10-1 4-11-1 4-11-0 14-9-1 4-11-0 4-11-0 19-8-1 4-11-0 4-7-15 24-4-0 4-7-15 21133 x� 1-7-8 3-8-9 28-0-9 3-8-9 4-11-0 9-10-1 All plates showntobe Eagle 20unless otherwise noted. 14-9-1 19-8-1 24-4-0 28-0-9 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.55 (2-3) BC: 0.31 (14-15) Web : 0.87 (6-10) Deflection I/ (loc) Allowed VertTL: 0.11 in L/999 (14-15) L/240 VertLL: 0.01 in L/999 (10-11) L/360 Horz TL: 0.06 in 9 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 17 1 5.5 in 3.03 in 2,8411bs-1,4111bs-1,4111bs 2651bs 11 1 5.5 in 2.31 in 2,1661bs 9 1 5.5 in 1.86 in 1,7411bs-1,6921bs -16lbs -491bs-1,6921bs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 31-6-1:200 plf 0-0-0 to 14-0-0:380 plf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderr point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial forte (max conpc fora ifdif luent fromnaax axial lore) Only forces greater than 3001bs are shown in this table Bracing TC: Sheathed or Puffins at 3-4-0, Purlin design by Otters. BC: Sheathed orPurlins at 4-6-0, Purlin design by Others. Web: One Midpoint Row: 1-16, 2-15, 3-14, 4-13, 5-11, 6-12, 7-10, 7-9 TC 1-2 2-3 0.376 0.545 -3,963 lbs 4,616lbs 34 4-5 0.499 0.513 4,308lbs -3,525 lbs 5-6 6-7 0.487 0.353 2,828 lbs 1,917 lbs (-2,363 lbs) (-1,889lbs) 7-8 0.272 -1,291 lbs BC 9-10 0.086 -8121bs 12-13 0.104 -9671bs 14-15 0.313 3,6441bs (-1,8621bs) 16-17 0.249 2,7231bs 10-11 0.090 -1,3481bs 13-14 0.246 2,6161bs (1,3101bs) 15-16 0.285 3,2601bs (1,6331bs) Web 1-17 0.304 -2,811 lbs 3-14 0.451 2,6651bs 13-11 0.435 1,851 lbs (1,2901bs) 1-16 0.613 4,4401bs (2,6331bs) 4-14 0.583 1,8501bs (1,2941bs) 6-11 0.314 -1,9481bs 2-16 0.356 -1,971 lbs 4-13 0.561 -2,784 lbs 6-10 0.874 2,1631bs (-1,378 lbs) 2-15 0.392 2,843 lbs (2,654lbs) 5-13 0.443 1,539 1bs (-694 lbs) 7-10 0.320 -1,735 lbs 3-15 0.460 1,580 lbs (1,548 lbs) 5-11 0.426 2,449lbs 7-9 0.331 1,874 lbs (1,722 lbs) 1-7-8 3-5-8 31-6-1 t` Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appiuval from a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach stnlctmal gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Gable must be sheathed on one side or lateralbracingapplied appropriately. 7)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the mass. Lateral braces shall be installed within 6 " of each web panel point 8) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 9)A creep factor of 1.00 has been applied for this truss analysis. 10) ® Indicates latalbracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional infonnation. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCIED TO REFER TOALL OF THE INSTRUCTIONS, LINIITATIONSAND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGNAND AVAILABLE.FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1C-GBDT Job: mun y Date: 05/09/24 08:42:17 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-6-1 25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 3061bs 11) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 17, 9 may need to be considered. 12) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1-GBDT Job: mun y Date: 05/09/24 08:42:07 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-6-1 25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 2241bs 1 31-6-1 4-11-0 4-11-0 4-1-0 0-9 4-9-1 9-0-0 1 -OJO 14-9-1 0-0-0 4-11-0 4-11-0 All plates showntobe Eagle 20unless otherwise noted. 3-3-8-3-0 24-7-1 4-11-0 19-8-1 4-11-0 24-7-1 414/ 4-1-0 0-Q 4-9-1 9-0-0 1 -0 0 14-9-1 4-11-0 19-8-1 3-5-8 3-5-8 28-0-9 31-6-1 5 5-3-7 4-11-0 3-5-8 24-7-1 I 28-0-9 2t4, 6-8-12 3-5-8 31-6-1 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.50 (5-6) BC: 0.31(20-21) Web : 0.77 (5-17) Deflection I/ (loc) Allowed VertTL: 0.04 in L/999 (20-21) L/240 VettLL: 0.02 in L/999 (20-21) L/360 Horz TL: 0.08 in 10 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 21 1 5.5 in 2.80 in 2,6241bs -2,109 lbs -2,109 lbs 2391bs 18 1 5.5 in 1.68 in 1,5741bs 13 1 5.5 in 1.69 in 1,5831bs -111 lbs 10 1 5.5 in 1.50 in 9691bs-5531bs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#22x4 -111 Ibs -271bs-5531bs Bracing TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. BC: Sheathed orPurlins at 4-0-0, Purlin design by Others. Web: One Midpoint Row: 1-20, 20-18, 5-14,14-12 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 31-6-1:200 plf 0-0-0 to 9-0-0:490 plf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category 11, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordancewith IBC 16071, minimum BCLL's do not apply. 5)A 250 Ibs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, minx CST, max axial h (max mmpr. &here if different fiommar axial &no) Only h geatathan 3001bs ate shown in this table TC 1-2 2-3 0.454 0.475 -3,707 lbs 2,226 lbs (-1,831 1bs) 34 4-5 0.196 0.285 903 1bs 2,1181bs (4581bs) 5-6 6-7 0.495 0.411 -3,381 1bs 1,933 1bs (-1,911 1bs) 7-8 8-9 0.250 0.229 -1,528 1bs -1,171 lbs BC 10-11 0.145 -709 lbs 13-14 0.119 954 lbs (-954 lbs) 15-16 0.110 930 lbs (-925 lbs) 19-20 0.230 -2,714 lbs 11-12 0.168 -1,4411bs 14-15 0.154 1,5121bs (-8751bs) 17-18 0.119 1,5021bs (-8841bs) 20-21 0.314 -3,3631bs Web 1-21 0.295 -2,591 lbs 4-17 0.242 1,651 lbs (1,1281bs) 14-12 0.285 2,0671bs (1,3401bs) 9-10 0.100 -1,0041bs 1-20 0.570 4,130 lbs (3,744lbs) 5-17 0.772 -2,098 lbs 7-12 0.081 -680 lbs 2-20 0.088 -489 lbs 17-15 0.223 1,250 lbs (-484 lbs) 12-13 0.727 -1,556 lbs 2-18 0.168 -6841bs 5-15 0.291 &151bs 7-11 0.194 1,3441bs (-9101bs) 20-18 0.490 3,548 lbs (3,095lbs) 5-14 0.328 -1,629 lbs 8-11 0.043 -434 lbs 4-18 0.239 2,876lbs 6-12 0.277 -786 lbs 9-11 0.294 1,635 lbs (1,193lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Gable must be sheathed on one side or lateral bracing applied appropriately. 7)At least one web of this Cuss has been designed with apanel point in the web. All panel points on such webs shall be braced late ally perpendicular to the plane of the truss. Lataalbraces shall be installed within 6 " of each web panel point 8) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss manbez 9)A creep factor of 1.00 has been applied for this Cuss analysis. N N 1 1 co ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J1-GBDT Job: mun y Date: 05/09/24 08:42:08 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 31-6-1 25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 2241bs 10) ® Indicates lateral bracing required perpendicularto the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 11) Due to negativereactions in gravity load cases, special connections to thebearing surface at joints 21,13,10 may need to be considered. 12) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmTnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:JA Job: moray Date: 05/09/24 08:42:21 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-0 2.5/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 361bs 6-11-0 3-5-8 3-5-8 M N CD N 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 3-5-8 3-5-8 3-5-8 6-11-0 3-5-8 6-11-0 3)4 / 1 1-5-5 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.23 (2-3) BC : 0.08 (5- Web : 0.09 (3-5) Deflection I/ (loc) Allowed VertTL: 0.01 in L/999 (4-5) L/240 VettLL: 0.01 in L/999 (4-5) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 4391bs -141 lbs -141 lbs 1291bs 4 1 5.5 in 1.50 in 4391bs-2121bs-2121bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable/Hip, Risk Cat -gory II, OverallBldg Dims 25 ftx 60 fl, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI:, max axial fob (max comer. fo x if different 8om mac axial force). Only fours gederthan 3001bs are shown in this sable TC 1-2 0.226-399 lbs 2-3 0.226 412lbs BC Web 1-6 0.074-376 lbs 2-5 0.043-363 lbs 34 0.083-376 lbs 1-5 0.071 404 lbs (-103 1bs) 3-5 0.086 489 lbs (-2961bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Su mnary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind uplift reactions based on MWFRS & C&C loading. LO LO ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:JB Job: munay Date: 05/09/24 08:42:24 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-0 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 661bs N CO All plates showntobe Eagle 20unless otherwise noted. 6-11-0 3-5-8 3-5-8 3-5-8 6-11-0 2.5I12 24I 6x6 / 1 6a6 / 5 2x4 I 8x8 - 2x4 0-0-0 3-5-8 3-5-8 3-5-8 6-11-0 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.23 (2-3) BC : 0.08 (5-6) Web : 0.65 (3-4) Deflection I/ (loc) Allowed VertTL: 0.01 in L/999 (4-5) L/240 VertLL: 0.01 in L/999 (4-5) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 4371bs -451bs -100 lbs -100 lbs 2531bs 4 1 5.5 in 1.50 in 4371bs -79 Ibs -254 Ibs-2541bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Casgory II, Overall Bldg Dims 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces TC Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Monte ID, max CSI, max axial foamy (max conic foax ifdi8aart fiom mac axial force). Only fours g to than 3001bs ale shown in this sable BC Web 1.6 0.429-3751bs 2-5 0.292-363 lbs 34 0.647-375 1bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 4)A creep factor of 1.00 has been applied for this mass analysis. 5) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildmThuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:J-GBDT Job: mtnmay Date: 05/09/24 08:42:04 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-9-0 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1321bs 00 T 1 1 20-9-0 5-2-4 5-2-4 5-2-4 5-2-4 5-2-4 10-4-8 15-6-12 111 6x1 -18 / •�" 11106x?0/ ■ ■ /� ■ ■_ ■ 7 0�7x16 HS-18 / 12 2.5 0-0-0 5-2-4 5-2-4 5-2-4 20-9-0 5-2-4 6x10 IgS-18 / 4-2-12 5-2-4 All plates showntobe Eagle 20unless otherwise noted. 10-4-8 15-6-12 20-9-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.47 (1-2) BC: 0.61 (7-8) Web : 0.80 (5-7) Deflection L/ (hoc) Allowed VertTL: 0.23 in L/999 (7-8) L/240 VertLL: 0.08 in UP L/999 (9-10) L/360 Horz TL: 0.03 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.88 in 1,8081bs-4791bs -381bs-4791bs-2331bs 6 1 5.5 in 1.89 in 1,808 Ibs -479 Ibs -86 Ibs -479 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-9-0:260 plf 0-0-0 to 20-9-0:260 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial force, (max conTr. force ifdilfaart flummox axial force). Only foyers garterthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 3-4-0, Purlin design by Others. BC: Sheathed orPurlins at 4-8-0, Purlin design by Others. Web: One Midpoint Row: 2-8, 4-8 TC 1-2 0.473 -3,876 1bs 2-3 0.446 4,359lbs 34 0.426 4,178lbs 4-5 0.470 -3,611 lbs BC 6-7 0.555 -2,671 lbs 7-8 0.608 4,075 lbs (-1,667 lbs) 8-9 0.552 3,787 lbs (-1,325 lbs) 9-10 0.427 2,517lbs (-2,500 lbs) Web 1-10 0.158 -1,587 lbs 2-8 0.440 3,185 lbs (-2,451 lbs) 4-7 0.219 2,195lbs 1-9 0.611 3,995 lbs (-1,560 lbs) 3-8 0.076 -761 lbs 5-7 0.805 4,404 1bs (-1,636 lbs) 2-9 0.100 -1,003 lbs 4-8 0.498 3,608 lbs (-2,7301bs) 5-6 0.199 -2,002 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Gable must be sheathed on one side or lateral bracing applied apprupriately. 7) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 8)A creep factor of 1.00 has been applied for this truss analysis. 9) 7 Indicates lateral bracing required perpandiailarto the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 10, 6 may need to be considered. 11) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO has ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K Job: mun y Date: 05/09/24 08:42:31 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-0-0 3 /12 16 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1351bs rn rn op v o_ co 1 1 29-0-0 0-0-0 3-10-2 3-10-2 3-10-2 3-10-2 3-0-9 3-0-8 3-0-9 3-0-8 3-0-9 7-8-4 I 10-8-13 I 13-9-5 I 16-9-14 I 19-10-6 I 22-10-15 3-10-2 3-10-2 3-0-9 3-0-8 3-0-9 3-0-8 3-0-9 7-8-4 10-8-13 13-9-5 16-9-14 19-10-6 22-10-15 All plates showntobe Eagle 20unless otherwise noted. 3-0-8 25-11-7 3-0-9 29-0-0 61B / 7-1-10 3-0-8 3-0-9 25-11-7 29-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.56 (5-6) BC: 0.99 (14-15) Web : 0.55 (4-16) Deflection I/ (loc) Allowed VettTL: 0.67in L/367 (14-15) L/240 VettLL: 0.19in L/999 (14-15) L/360 Horz TL: 0.04 in 11 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 20 1 5.5 in 1.50 in 531bs-2371bs -111bs -31 lbs-2371bs 2571bs 18 1 5.5 in 2.68 in 2,5851bs 11 1 5.5 in 1.50 in 1,3451bs Material TC: DFL SS 2 x 4 BC: DEL SS 2 x 4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dins 25 ftx 60 fi; h=15 f; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load Bot 7-9-0 29-0-0 Down Proj 15 psf Member Forces Bracing TC: Sheathed or Purlins at 3-1-0, Puffin design by Others. BC: Sheathed orPurlins at 4-1-0, Purlin design by Others. End Load 15 psf TnbWidth 24 in Table indicates: Member ID, max CSI, max axial force, (max comer: force ifdiffla nt from max axial force). Only forces grvterthan 3001bs ate shown in this table TC 1-2 2-3 34 0.244 0.480 0.271 961 lbs 2,692 lbs -312 lbs 4-5 5-6 6-7 0.534 0.560 0.539 -3,386 lbs -3,508 lbs -3,395 lbs 7-8 8-9 9-10 0.338 0.284 0.179 4,617lbs -3,880 lbs -2,424 lbs BC 12-13 0.332 2,4181bs 15-16 0.874 3,3491bs 18-19 0.146 -9331bs 13-14 0.446 3,868 lbs 16-17 0.601 384 lbs (-9 lbs) 14-15 0.987 4,6431bs 17-18 0.209 2,6771bs Web 1-19 0.200 -9141bs 4-17 0.148 -1,4351bs 8-13 0.059 -5761bs 2-19 0.065 3691bs 4-16 0.545 3,0871bs 9-13 0.315 1,7821bs 2-18 0.432 -1,8411bs 5-16 0.080 -781 lbs 9-12 0.101 -9761bs 3-18 0.179 -1,7341bs 7-15 0.281 -1,4641bs 10-12 0.509 2,8821bs 3-17 0.504 2,851 lbs 8-14 0.165 9321bs 10-11 0.130 -1,261 lbs Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior app,ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) The profile of at least one structural member has been modified by the userand as a result regimes engineering review 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 0 N ALLPERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAIABLEFROMEAGLEUPONREQUEST.DESIGNVALIDONLYWHINEAGLEMETALCONNECTORSAREUSED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K Job: mun y Date: 05/09/24 08:42:32 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-0-0 3 /12 16 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1351bs 6) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoint20 may need to be considered. 7) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K1 Job: munay Date: 05/09/24 08:42:40 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-0 3/12 13 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 641bs 0 co co co o_ o 1 T All plates showntobe Eagle 20unless otherwise noted. 6-11-0 2x4 0-0-0 3-5-8 3-5-8 3-5-8 6-11-0 2x4 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.20 (1-2) BC : 0.09 (4-5) Web : 0.34 (3-4) Deflection I/ (loc) Allowed VertTL: 0.01 in L/999 (4-5) L/240 VettLL: 0.01 in L/999 (4-5) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 4371bs-1631bs-1631bs 1881bs 3 1 5.5 in 1.50 in 4371bs -189 Ibs -189 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This buss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catgory II, Overall Bldg Dims 25 ftx 60 ft h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces TC Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Amber ID, max CSI, max axial Tome (max conic foi if different fiom mac axial font). Only fours g to than 3001bs ale shown in this table BC Web 2-5 0.121-3201bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) The profile of at least one structural member has been modified by the userand as a result requires engineering revue 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meds the bottom side ofthe top chord shall not exceed 0.5" 7) Listed wind uplift reactions based on MWFRS & C&C loading. co ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 1 'S DESIGN NO iE , ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Mass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K1A Job: munay Date: 05/09/24 08:42:44 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-0 3/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 561bs 6-11-0 3-5-8 3-5-8 co co 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 3-5-8 3-5-8 3-5-8 6-11-0 3-5-8 6-11-0 4x12 - 710 / Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.22 (1-2) BC : 0.09 (5-6) Web: 0.34(3-4) Deflection IJ (loc) Allowed VertTL: 0.01 in L/999 (5-6) L/240 VettLL: 0.01 in L/999 (5-6) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 4221bs -981bs -981bs 1881bs 3 1 5.5 in 1.50 in 4521bs -11 Ibs -255 Ibs -255 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This buss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Casgory II, Overall Bldg Dins 25 ftx 60 ft h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces TC Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: MonberID, max CSI, max axial fob (max conic foto ifdi8aart fiom mac axial font). Only fours g to than 3001bs ale shown in this table BC Web 1-6 0.181-3581bs 2-5 0.129-343 lbs 3-5 0.117 323 lbs (2401bs) 1 Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) The profile of at least one structural member has been modified by the userand as a result requires engineering revue 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meds the bottom side ofthe top chord shall not exceed 0.5" 7) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC Po DESIGN NO iE , ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Mass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K1A-GBDT Job: muimy Date: 05/09/24 08:42:42 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 3 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24 in 7l lbs 6-5-8 3-2-12 3-2-12 co a 1- 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 3-2-12 3-2-12 3-2-12 6-5-8 3-2-12 6-5-8 7 1 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.26 (2-3) BC : 0.15 (4-5) Web : 0.45 (3-5) Deflection I/ (loc) Allowed VetTL: 0.01 in L/999 (5-6) L/240 VetLL: 0.01 in L/999 5 L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 2.81 in 5,2651bs-4,8551bs-108lbs-4,8551bs 1841bs 4 1 5.5 in 2.81 in 5,268 lbs -4,852 Ibs -16 Ibs -245 Ibs -4,852 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 6-5-8:490 plf 0-0-0 to 6-5-8:490 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, crux GSI, max axial into (max conTr. force ifdill mit Gum mac axial force). Only fortes gaderthan 3001bs are shown in this sable Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1 1-2 0.201-1,691 lbs 2-3 0.261 1,407 lbs BC 4-5 0.152-1,5821bs 5-6 0.140-1,5821bs Web 1-6 0.337 2,629lbs 2-5 0.064-544 lbs 34 0.376 2,618lbs 1-5 0.401 2,907lbs (2,784lbs) 3-5 0.446 3,164 lbs (-3,008 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach shuctrualgable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 4 may need to be considered. 8) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall bebuilt and attached as follows: SDS Simpson 0.250"x3" (2 -ply) Screws TC -1 row @ 0-7-12 oc, BC -1 row @ 0-7-12 oc , Webs -1 row @ 2-0-0 oc. 9) When applied loads are on one side ofgude; do not flip grader during grader connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirde; double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 10) Lateral bracing shall be attached to each ply. 11) Install screws per manufacturer recommendations 12) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO has ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K1-DT Job: murhay Date: 05/09/24 08:42:35 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-11-0 3/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 651bs 0 co m co o 1 T All plates showntobe Eagle 20unless otherwise noted. 6-11-0 2x4 0-0-0 3-5-8 3-5-8 3-5-8 6-11-0 2x4 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.20 (1-2) BC : 0.14 (5-6) Web : 0.72 (3-5) Deflection I/ (loc) Allowed VertTL: 0.01 in L/999 (4-5) L/240 VertLL: 0.01 in L/999 (4-5) L/360 Horz TL: 0 in 3 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 1,5841bs-1,1411bs-1631bs-1,1411bs 1881bs 3 1 5.5 in 1.50 in 1,5841bs -1,141 Ibs-1891bs -1,141 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to a 1,650 Ibs (550 plf) drag load distributed along shear walls along the bottom chord from 0-0-0 to 3-0-0. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 6-3-0, Purlin design by Others. Table indicates: Member D, max CSI, max axial ice, (max comps force ifditiaart flummox axial force). Only foals peaterthan 3001bs are shown in this table TC 1-2 0.197 -8731bs 2-3 0.197-7141bs BC 5.6 0.139-1,6501bs Web 1-5 0.455 1,652 lbs (-1,406 lbs) 3-5 0.722 1,790 lbs (-1,4841bs) 2-5 0.144-387 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabricalion tolerance for this roof truss is 20 %(Cq= 0.80). 3) The profile of at least one structural member has been modified by the user and as a result requires engineering review 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Horizontal clearancebetween inside face of bearing and where the outside edge of the end web mects the bottom side ofthe top chord shall not exceed 0.5" 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 1, 3 may need to be considered. 8) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildi')Thuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K1-GBDT Job: munay Date: 05/09/24 08:42:38 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-5-8 3 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 721bs 0 m o rO —0 31 T All plates showntobe Eagle 20unless otherwise noted. 6-5-8 3-2-12 3-2-12 2x4 - 4x12 - 8x10 / 2 z4 0-0-0 3-2-12 3112 3-2-12 3-2-12 6-5-8 3-2-12 6-5-8 511 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.20 (2-3) BC : 0.08 (4-5) Web : 0.61 (3-4) Deflection I/ (lox) Allowed VertTL: 0.01 in L/999 (4-5) L/240 VertLL: 0.01 in L/999 (4-5) L/360 Horz TL: 0.03 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 5.5 in 1.50 in 1,301 lbs-8751bs-1761bs-8751bs 1841bs 4 1 5.5 in 1.50 in 1,289 Ibs -888 Ibs -3 Ibs -177 Ibs -888 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 6-5-8:200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member D, max CSI, nnx axial force, (mix comps force ifdiffeait flummox axial force). Only furus gieaterthan 3001bs are shown in this table. Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 8-4-0, Purlin design by Otters. TC 1 1-2 0.185 -658 lbs 2-3 0.201 -647 lbs BC 4-5 0.083 -695 1bs 5-6 0.079-5961bs Web 1-5 0.328 1,327 1bs (-1,084 1bs) 3-5 0.600 1,467 lbs (-1,186 1bs) 2-5 0.125-345 1bs 34 0.612-1,262 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Atlach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 1, 4 may need to be considered. 9) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO 11J ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:KA-GBDT Job: munay Date: 05/09/24 08:42:46 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 29-0-0 3 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1471bs rn rn op v o_ co 1 1 29-0-0 3-10-2 3-10-2 4-3-2 4-3-3 4-3-2 4-3-3 4-3-2 3-10-2 3-10-2 7-8-4 3-10-2 11-11-6 4-3-2 16-2-9 4-3-3 20-5-11 4-3-2 3-10-2 7-8-4 All plates showntobe Eagle 20unless otherwise noted. 11-11-6 16-2-9 20-5-11 24-8-14 29-0-0 4-3-3 4-3-2 24-8-14 29-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.58 (2-3) BC: 0.45 (11-12) Web : 0.57 (3-13) Deflection I/ (loc) Allowed VertTL: 0.36in L/684 (11-12) L/240 VertLL: 0.13in L/999 (11-12) L/360 Horz TL: 0.03 in 9 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 16 1 5.5 in 1.50 in 1791bs-3011bs-3011bs 2571bs 14 1 5.5 in 2.36 in 2,278 lbs 9 1 5.5 in 1.50 in 1,019lbs -12lbs -12lbs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distnbuted along shear walls along the bottom chord from 0-0-0 to 29-0-0:200 plf 25-9-0 to 29-0-0: 490 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial fob (max comps font if different from max axial &wnx) Only fonts greater than 3001bs ere shown in this table Bracing TC: Sheathed orPurlins at 3-6-0, Purlin design by Others. BC: Sheathed orPurlins at3-10-0, Purlin design by Others. TC 1-2 2-3 0.244 0.580 1,232 lbs 2,744lbs (-352 lbs) 34 4-5 0.273 0.234 -1,129 lbs 2,762lbs 5-6 6-7 0.228 0.272 -2,927 lbs -3,282 lbs 7-8 0.272 -2,420 lbs BC 9-10 0.432 2,533lbs 11-12 0.452 3,694 lbs (-28 lbs) 13-14 0.226 2,710lbs 15-16 0.137 561 lbs (-547 lbs) 10-11 0.437 3,7941bs (1,1121bs) 12-13 0.188 8481bs (1061bs) 14-15 0.156 -9701bs Web 1-16 0.048 301 lbs (-1271bs) 3-14 0.154 -1,4981bs 5-12 0.039 4731bs 7-10 0.096 -1,1761bs 1-15 0.270 -1,2841bs 3-13 0.573 3,2461bs 6-12 0.548 -1,6751bs 8-10 0.472 2,6851bs 2-15 0.068 387 lbs 4-13 0.108 -1,045 lbs 6-11 0.075 -755 lbs 8-9 0.099 -998 lbs 2-14 0.470 2,0781bs 4-12 0.356 2,2161bs 7-11 0.361 2,2131bs (1,1041bs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a ProfessionalEngincer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) The profile of at least one structural member has been modified by the userand as a result requires engineering review 7)A cieep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 16 may need to be considered. 9) Listed wind uplift reactions based on MWFRS & C&C loading. 6x6 / o 1 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:K GBDT Job: muimy Date: 05/09/24 08:42:28 Page: 1 of 1 SPAN 29-0-0 PITCH 3/12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 1501bs rn op v w 1 1 29-0-0 3-10-2 3-10-2 4-3-2 4-3-3 4-3-2 4-3-3 4-3-2 3-10-2 7-8-4 11-11-6 16-2-9 20-5-11 3I12 2 41 iIG 6x46 /u Ijj 10 6/ 1111 6zt;/ u' 2 4 / r6x . INI!1�MlN6 Xb8 / 1r�� 4x. / 1213 • X6 / 1re 3x;1 0-0-0 3-10-2 3-10-2 4-3-2 4-3-3 4-3-2 3-10-2 7-8-4 All plates showntobe Eagle 20unless otherwise noted. 11-11-6 16-2-9 20-5-11 24-8-14 29-0-0 4-3-3 4-3-2 24-8-14 29-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.64 (2-3) BC: 0.45 (11-12) Web : 0.73 (2-14) Deflection L' VertTL: 0.36in L/684 Vert LL: 0.05 in UP L / 999 Horz TL: 0.05 in (loc) Allowed (11-12) L/240 (15-16) L/360 9 Reaction JT Brg Combo 16 1 14 1 9 1 Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distrbuted along shear walls along the bottom chord from 0-0-0 to 29-0-0:200 plf 0-0-0 to 10-8-0:490 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial inc (max comps nee if different fommax axial nix). Only forces greater than 3001bs ate shown in this table Brg Width 5.5in 5.5in 5.5in Rqd Brg Width 1.50 in 2.36in 1.47 in Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift 1,1281bs-1,2501bs 2,2781bs 1,4161bs-2651bs Max Uplift Max Horiz -1,2501bs 3391bs -12lbs-2651bs Bracing TC: Sheathed or Purlins at 3-5-0, Purlin design by Others. BC: Sheathed or Purlins at 3-4-0, Purlin design by Others. TC 1-2 2-3 0.396 0.642 3,398 1bs 5,249 lbs (2,5181bs) (2,1591bs) 34 4-5 0.477 0.292 2,974lbs 2,989lbs 5-6 6-7 0.290 0.272 -3,290 lbs 4,070lbs 7-8 0.259 -3,490 1bs BC 9-10 0.190 -881 lbs 11-12 0.452 3,986 lbs (-290 1bs) 13-14 0.400 -3,995 lbs 15-16 0.405 2,3791bs (2,3661bs) 10-11 0.375 2,682 lbs 12-13 0.368 3,375 lbs (-2,604 lbs) 14-15 0.367 -2,604 lbs Web 1-16 0.148 1,0711bs (-8971bs) 3-14 0.154 -1,4981bs 5-12 0.050 -6161bs 7-10 0.114 -1,3891bs 1-15 0.722 -3,432 lbs 3-13 0.573 3,246 lbs 6-12 0.552 -1,686 lbs 8-10 0.562 4,071 lbs (-1,029 lbs) 2-15 0.083 601 lbs (-186 lbs) 4-13 0.108 -1,045 lbs 6-11 0.093 -885 lbs 8-9 0.120 -1,472 lbs 2-14 0.732 -3,236 lbs 4-12 0.356 2,018 lbs 7-11 0.450 2,484 lbs (1,375 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) The profile of at least one structural member has been modified by the userand as a result requires engineering review 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 16, 9 may need to be considered. 9) Listed wind upliftreactions based on MWFRS & C&C loading. 7 1 7-1-10 1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:L Job: muimy Date: 05/09/24 08:42:50 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-0-0 25 /12 16 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1241bs ,T O co 1 25-0-0 4-7-8 4-7-8 5-3-0 5-3-0 5-3-0 0-0-0 4-7-8 4-7-8 9-3-0 4-7-8 5 14-6-0 5-3-0 19-9-0 5-3-0 25-0-0 5-3-0 0-0-0 4-7-8 All plates showntobe Eagle 20 unless otherwise noted. 9-3-0 14-6-0 19-9-0 25-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.31(34) BC : 0.33 (8-9) Web : 0.46 (4-10) Deflection I/ (hoc) Allowed VertTL: 0.19 in L/999 (8-9) L/240 VettLL: 0.06 in L/999 (8-9) L/360 Horz TL: 0.04 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.47 in 1,3821bs -761bs -761bs -761bs 7 1 5.5 in 1.47 in 1,3821bs -481bs -481bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprelder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial ince, (max comer. force ifdi8hart flummox axial force). Only fours garterthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 4-2-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 0.302 -1,479 1bs 34 0.305 -1,827 lbs 5-6 0.267 -2,413 lbs 2-3 0.273 -1,820 1bs 4-5 0.300 -2,484 lbs BC 8-9 0.325 2,3511bs 10-11 0.205 1,4161bs 9-10 0.311 2,3831bs Web 1-12 0.189 -1,337 1bs 2-10 0.079 445 lbs (-1 lbs) 6-8 0.426 2,4131bs (-17 lbs) 1-11 0.293 1,6591bs (-51 1bs) 4-10 0.458 -8141bs 6-7 0.137 -1,3301bs 2-11 0.171 -792 lbs 5-8 0.072 -568 lbs Notes 1) Unless noted otherwise, do not cut or alb any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1Es ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnleBuilde) Tnass Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:L 1 Job: muray Date: 05/09/24 08:43:00 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 2.5 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 961bs O co 18-0-0 4-7-8 4-7-8 5-3-0 3-6-0 4-7-8 0-0-0 4-7-8 4-7-8 All plates showntobe Eagle 20 unless otherwise noted. 9-3-0 46 4-7-8 14-6-0 5-3-0 18-0-0 3-6-0 0-0-0 9-3-0 14-6-0 18-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.30 (1-2) BC : 0.19 (7-8) Web : 020 (1-9) Deflection I/ (loc) Allowed VettTL: 0.06 in L/999 (7-8) L/240 VettLL: 0.02 in L/999 (7-8) L/360 Horz TL: 0.01 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 1,0171bs-108lbs-108lbs 791bs 6 1 5.5 in 1.50 in 1,0171bs-110lbs-110lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Casgory II, Overall Bldg Dims 25 ftx 60 fi h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage atiic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI:, max axial fob (max conTr. face ifditfaart fommax axial force). Only forces peaterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 0.302 -1,020 lbs 2-3 0.273 -1,066 lbs 34 0.299-1,072 1bs 14-5 0.254 -861 1bs BC 7-8 0.188 8231bs (221bs) 8-9 0.181 9661bs (331bs) Web 1-10 0.136 -9671bs 4-7 0.124 -6121bs 1-9 0.200 1,132 lbs (-94 1bs) 5-7 0.191 1,078 1bs (-95 1bs) 2-9 0.110 -508 lbs 5-6 0.145 -982 lbs Notes 1) Unless noted otherwise, do not cut or alga any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind uplift reactions based on MWFRS & C&C loading. 1- co ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tnuss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:L1A-GBDT Job: munay Date: 05/09/24 08:43:11 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1471bs 18-0-0 4-7-8 4-7-8 5-3-0 3-6-0 4-7-8 9-3-0 46 14-6-0 18-0-0 1- 0-0-0 4-7-8 4-7-8 All plates showntobe Eagle 20unless otherwise noted. 4-7-8 5-3-0 3-6-0 0-0-0 9-3-0 14-6-0 18-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.55 (3-4) BC : 0.33 (9-10) Web : 0.59 (5-7) Deflection I/ (loc) Allowed VertTL: 0.06 in L/999 (7-8) L/240 VertLL: 0.02 in L/999 (7-8) L/360 Horz TL: 0.01 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 3.01 in 2,8211bs-1,6691bs-108lbs-1,6691bs 791bs 6 1 5.5 in 3.01 in 2,821 lbs-1,6691bs-110lbs-1,6691bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This mass has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0to 18-0-0: 380 p1f, 0-0-0 to 4-3-0:490 plf; 14-3-0 to 18-0-0:490 p1f. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft, h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderr point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial foams (max comer. force ifdiSbuit tiom mac axial force). Only forces garterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 3-3-0, Purlin design by Others. BC: Sheathed orPurlins at 3-8-0, Purlin design by Others. Web: One MidpointRow: 1-9, 2-8, 4-8 TC 1-2 0.473 -3,526 lbs 2-3 0.535 -3,402 lbs 34 0.547 -3,689 lbs 4-5 0.397 -2,688 lbs BC 6-7 0.253 -3,045 lbs 7-8 0.301 3,368 lbs (2,4311bs) 8-9 0.274 3,134 lbs (-2,036 1bs) 9-10 0.327 -3,840 lbs Web 1-10 0.354 2,793lbs 2-8 0.459 3,300 lbs (-3,249 1bs) 5-7 0.594 3,579 lbs (-2,3521bs) 1-9 0.576 4,174 lbs (2,8871bs) 4-8 0.543 3,642 lbs (-3,398 1bs) 5-6 0.375 -2,806 lbs 2-9 0.436 2,107lbs 4-7 0.433 -2,239 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Gable must be sheathed on one side or lateral bracing applied appropriately. 7) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 8)A (amp factor of 1.00 has been applied for this truss analysis. 9) 7 Indicates lateral bracing required pependicularto the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 10, 6 may need to be considered. 11) Listed wind upliftreaclions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:L1-DT Job: mtmay Date: 05/09/24 08:42:53 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 2.5/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 961bs 18-0-0 4-7-8 4-7-8 5-3-0 3-6-0 4-7-8 9-3-0 46 14-6-0 18-0-0 1- 0-0-0 4-7-8 4-7-8 All plates showntobe Eagle 20 unless otherwise noted. 4-7-8 5-3-0 3-6-0 0-0-0 9-3-0 14-6-0 18-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.30 (1-2) BC : 0.19 (7-8) Web : 023 (4-8) Deflection I/ (loc) Allowed VertTL: 0.06 in L/999 (7-8) L/240 VertLL: 0.02 in L/999 (7-8) L/360 Horz TL: 0.02 in 6 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 1,0171bs-108lbs-108lbs 791bs 6 1 5.5 in 1.50 in 1,0171bs-110lbs-110lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects due to a 1,6501bs (550 plf) drag load distributed along shear walls along the bottom chord from 0-0-0 to 3-0-0. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Menbe D, my( CSI, max axial fob (max comps force ifditfaett fiommax axial force). Only foxes seaterthan 3001bs aie shown in this table. Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 5-2-0, Purlin design by Others. TC 1-2 0.302 -1,033 lbs 2-3 0.273 -1,066 lbs 34 0.299 -1,081 lbs 4-5 0.254 -861 lbs BC 7-8 0.188 8231bs (-221bs) 8-9 0.181 1,7351bs (-6371bs) 9-10 0.153 -1,6501bs Web 1-10 0.136 -967 lbs 2-8 0.224 525 lbs (474lbs) 5-7 0.191 1,078 lbs (-95 lbs) 1-9 0.200 1,187 lbs (-94 lbs) 4-8 0.234 664 lbs (420lbs) 5-6 0.145 -982 lbs 2-9 0.114 -5491bs 4-7 0.124 -6231bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this buss analysis. 5) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnleBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:L1-GBDT Job: mtnmay Date: 05/09/24 08:42:56 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1471bs 18-0-0 4-7-8 4-7-8 5-3-0 3-6-0 4-7-8 9-3-0 46 14-6-0 18-0-0 1- 0-0-0 4-7-8 4-7-8 All plates showntobe Eagle 20unless otherwise noted. 4-7-8 5-3-0 3-6-0 0-0-0 9-3-0 14-6-0 18-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.53 (3-4) BC : 0.33 (7-8) Web : 0.57 (5-7) Deflection I/ (loc) Allowed VertTL: 0.06 in L/999 (7-8) L/240 VertLL: 0.02 in L/999 (7-8) L/360 Horz TL: 0.01 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 2.93 in 2,7451bs-1,5931bs-108lbs-1,5931bs 791bs 6 1 5.5 in 2.93 in 2,7451bs -1,593 Ibs-110Ibs -1,593 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 18-0-0:240 plf 2-0-0 to 18-0-0:380 Pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max GSI, max axial fob (max comer. force if different flummox axial force). Only forces geMerthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 3-4-0, Purlin design by Others. BC: Sheathed orPurlins at 4-7-0, Purlin design by Others. Web: One Midpoint Row: 1-9, 2-8, 4-8 TC 1-2 0.462 -3,426 lbs 2-3 0.521 -3,308 lbs 34 0.530 -3,585 lbs 4-5 0.387 2,614lbs BC 6-7 0.185 2,1701bs 7-8 0.329 3,7061bs (2,7701bs) 8-9 0.226 2,6141bs (-1,5161bs) 9-10 0.193 -2,107lbs Web 1-10 0.344 2,717lbs 2-8 0.443 3,193 lbs (-3,142 lbs) 5-7 0.569 3,479 lbs (-2,252 lbs) 1-9 0.559 4,054 lbs (-2,767 lbs) 4-8 0.524 3,524 lbs (-3,281 lbs) 5-6 0.365 2,730lbs 2-9 0.423 -2,046 lbs 4-7 0.421 2,1751bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach structural gable blocks with 2x4 20ga plates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Gable must be sheathed on one side or lateral bracing applied appropriately. 7) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 8)A creep factor of 1.00 has been applied for this truss analysis. 9) 7 Indicates lateral bracing required peipendicularto the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 10, 6 may need to be considered. 11) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeStrildt3Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:LA-DT Job: munay Date: 05/09/24 08:43:13 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-0-0 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1281bs 25-0-0 4-7-8 4-7-8 5-3-0 5-3-0 5-3-0 4-7-8 9-3-0 14-6-0 19-9-0 25-0-0 N r• ,T O cn 1 0-0-0 4-7-8 4-7-8 5-3-0 5-3-0 5-3-0 0-0-0 4-7-8 All plates showntobe Eagle 20unless otherwise noted. 9-3-0 14-6-0 19-9-0 25-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (5-6) BC: 0.38 (8-9) Web : 0.88 (5-9) Deflection I/ (loc) Allowed VertTL: 0.19 in L/999 (8-9) L/240 VettLL: 0.06 in L/999 (8-9) L/360 Horz TL: 0.06 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 2.07 in 1,9381bs-3381bs -761bs-3381bs -761bs 7 1 5.5 in 2.07 in 1,9381bs-3381bs -481bs-3381bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This mass has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 25-0-0:200 plf 17-6-0 to 25-0-0: 490 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catgory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial fob (max comer. force ifditliart flummox axial force) Only forces geaterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 3-3-0, Purlin design by Others. BC: Sheathed or Purlins at 3-11-0, Purlin design by Others. Web: One Midpoint Row: 4-10 TC 1-2 2-3 0.328 0.322 2,3621bs 2,3461bs 34 4-5 0.341 0.354 -3,176 lbs 4,037 lbs 5-6 0.362 4,040lbs BC 7-8 0.304 -3,533 1bs 9-10 0.347 3,802 lbs (-1,040 lbs) 11-12 0.111 -925 lbs 8-9 0.377 4,435 lbs (-1,705 lbs) 10-11 0.229 1,444 lbs Web 1-12 0.242 -1,909 lbs 2-10 0.713 1,983 lbs (-1,5051bs) 4-9 0.140 857 lbs (721lbs) 6-8 0.575 4,167 lbs (-1,366 lbs) 1-11 0.383 2,775 lbs (-850 lbs) 3-10 0.049 339 lbs 5-9 0.880 1,892 lbs (-1,856 lbs) 6-7 0.155 -1,905 lbs 2-11 0.285 -1,3801bs 4-10 0.333 -2,0871bs 5-8 0.114 -1,0421bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 5)A creep factor of 1.00 has been applied for this truss analysis. 6) © Indicates lateral bracing required perpendicular to the plane ofthe Miss at either themidpoint(one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 12, 7 may need to be considered. 8) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1F, ISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:L-DT Job: munay Date: 05/09/24 08:42:49 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-0-0 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1281bs 25-0-0 4-7-8 4-7-8 5-3-0 5-3-0 5-3-0 4-7-8 9-3-0 14-6-0 19-9-0 25-0-0 N r• ,T O cn 1 0-0-0 4-7-8 4-7-8 5-3-0 5-3-0 5-3-0 0-0-0 4-7-8 All plates showntobe Eagle 20unless otherwise noted. 9-3-0 14-6-0 19-9-0 25-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (5-6) BC: 0.38 (8-9) Web : 0.88 (5-9) Deflection I/ (loc) Allowed VertTL: 0.19 in L/999 (8-9) L/240 VettLL: 0.06 in L/999 (8-9) L/360 Horz TL: 0.06 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 2.07 in 1,9381bs-3381bs -761bs-3381bs -761bs 7 1 5.5 in 2.07 in 1,9381bs-3381bs -481bs-3381bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This mass has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 25-0-0:200 plf 17-6-0 to 25-0-0: 490 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catgory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial fob (max comer. force ifditliart flummox axial force) Only forces geaterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 3-3-0, Purlin design by Others. BC: Sheathed or Purlins at 3-11-0, Purlin design by Others. Web: One Midpoint Row: 4-10 TC 1-2 2-3 0.328 0.322 2,3621bs 2,3461bs 34 4-5 0.341 0.354 -3,176 lbs 4,037 lbs 5-6 0.362 4,040lbs BC 7-8 0.304 -3,533 1bs 9-10 0.347 3,802 lbs (-1,040 lbs) 11-12 0.111 -925 lbs 8-9 0.377 4,435 lbs (-1,705 lbs) 10-11 0.229 1,444 lbs Web 1-12 0.242 -1,909 lbs 2-10 0.713 1,983 lbs (-1,5051bs) 4-9 0.140 857 lbs (721lbs) 6-8 0.575 4,167 lbs (-1,366 lbs) 1-11 0.383 2,775 lbs (-850 lbs) 3-10 0.049 339 lbs 5-9 0.880 1,892 lbs (-1,856 lbs) 6-7 0.155 -1,905 lbs 2-11 0.285 -1,3801bs 4-10 0.333 -2,0871bs 5-8 0.114 -1,0421bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 5)A creep factor of 1.00 has been applied for this truss analysis. 6) © Indicates lateral bracing required perpendicular to the plane ofthe Miss at either themidpoint(one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 12, 7 may need to be considered. 8) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IF, ISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M Job: miutay Date: 05/09/24 08:43:17 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-8 2.5 /12 14 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 671bs 0 9 1 1 16-6-8 3-3-5 3-3-5 3-3-4 3-3-5 3-5-5 0-0-0 3-3-5 6-6-10 2.5 112 3-3-5 3-3-5 3-3-5 6-6-10 All plates showntobe Eagle 20unless otherwise noted. 24 10 3z8 / 9-9-14 12 3-3-4 2.5 3x4 / 4 13-1-3 3-3-5 3 8/ 16-6-8 3-5-5 2)4 3-4-3 9-9-14 13-1-3 16-6-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.33 (2-3) BC : 0.57 (9-10) Web : 0.55 (5-7) Deflection I/ (hoc) Allowed VettTL: 0.51 in L/371 (9-10) L/240 VettLL: 0.18 in L/999 (9-10) L/360 Horz TL: 0.06 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 9421bs -831bs -831bs 1721bs 7 1 5.5 in 1.50 in 9431bs-1221bs-1221bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprelder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial fob (max comer. fo x ifdi8hart 8om mac axial force). Only fours garterthan 3001bs aie shown in this sable Bracing TC: Sheathed or Punks at 3-0-0, Purlin design by Others. BC: Sheathed or Punks at 9-3-0, Purlin design by Others. TC 1-2 2-3 0.221 0.329 -2,977 lbs 4,481lbs 34 4-5 0.329 0.227 4,480lbs -3,089 lbs BC 7-8 0.377 3,072 lbs (-382 1bs) 9-10 0.572 4,461 lbs (-585 lbs) 8-9 0.570 4,454 lbs (-584 1bs) 10-11 0.426 2,960lbs (478lbs) Web 1-12 0.087 -884 lbs 2-10 0.278 1,575 lbs (-104 lbs) 5-8 0.071 404 lbs (-12 lbs) 1-11 0.511 2,891lbs (-310 lbs) 3-10 0.031 -315 lbs 5-7 0.552 -3,001 lbs 2-11 0.068 -685 lbs 4-8 0.267 -1,465 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind upliftreactions based on MWFRS & C&C loading. N 1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tiles Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M1 Job: munay Date: 05/09/24 08:43:22 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-5-8 2.5 /12 6 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 521bs 9-5-8 4-8-12 4-8-12 4-8-12 2.5 112 4)4 / 9-5-8 4x12 - O M M 2 0-0-0 3x4 - 4-8-12 4-8-12 4x4 - 0-0-0 4-8-12 All plates showntobe Eagle 20unless otherwise noted. 9-5-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC: 0.31(1-2) BC : 0.13 (4-5) Web : 021(2-4) Deflection IJ (loc) Allowed VettTL: 0.03in L/999 (5-6) L/240 VatLL: 0.02in L/999 (5-6) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5571bs-1351bs-1351bs 1391bs 3 1 5.5 in 1.50 in 5851bs-2031bs-2031bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This buss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Ca8gory II, Overall Bldg Dens 25 ftx 60 fl h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage atiic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial fob (max comp. foux ifdi8hart fiom mac axial font). Only fours garterthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 6-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 0.312 4841bs 13C 4-5 0.125 442 lbs (-84 lbs) Web 1-6 0.071 486lbs 24 0.208-554 1bs 1-5 0.087 494 lbs (-68 1bs) 34 0.167 398 1bs (-1151bs) Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) The profile of at least one structural member has been modified by the userand as a result requires engineering revue 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)A creep factor of 1.00 has been applied for this buss analysis. 6) Horizontal clearance between inside face of bearing and where the outside edge ofthe end web meds the bottom side ofthe top chord shall not exceed 0.5" 7) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO REFER TOALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO laS ISSUED WITH THIS DESIGNAND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M1A-GBDT Job: muimy Date: 05/09/24 08:43:24 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-6-8 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1351bs co 0 0 1 25-6-8 3x14 / 0-0-0 3-3-5 3-3-5 3-3-4 3-3-5 6-6-10 9-9-14 3-3-5 3-3-5 3-3-4 3-3-5 3-5-5 4-4-0 4-8-0 13-1-3 3-3-5 3-3-5 6-6-10 All plates showntobe Eagle 20unless otherwise noted. 9-9-14 13-1-3 16-6-8 4q2 - 20-10-8 3-4-3 3-5-5 4-4-0 16-6-8 20-10-8 4X74\ 4x1 25-6-8 12 12.594 4-8-0 414 \ 3x: 1 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.32 (7-8) BC: 0.13 (9-10) Web : 0.42 (7-12) Deflection I/ (loc) Allowed VatTL: 0.02 in L/999 (9-10) L/240 VetLL: 0.02in L/999 (9-10) L/360 Cant/OHTL: 0.05 in 2L/80 17 2L/480 Cant/OHLL: 0.04 in UP 2L/ 114 17 2L/480 Horz TL: 0 in Reaction Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 304.5 in N/A 6131bs-3771bs -8lbs-3771bs-1,2991bs 1 304.5 in N/A 8511bs-1891bs -401bs-1891bs 1,6331bs 1 304.5 in N/A 581bs-9901bs 1 304.5 in N/A 4161bs -641bs -641bs 3,1271bs 1 304.5 in N/A 4341bs -8lbs -8lbs 1,103 lbs 1 304.5 in N/A 445 lbs • 669 lbs 1 304.5 in N/A 4921bs -120 lbs 120lbs 1,3941bs 1 304.5 in N/A 606 lbs -40 lbs -40 lbs -1,121 lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#1 2x 4 Bracing TC: Sheathed orPurlins at 5-9-0, Perlin design by Othes. BC: Sheathed orPurlins at 6-1-0, Perlin design by Others. Loads 1) This truss has been designed for the effects dueto drag load distributed along shear walls along the bottom chord from 0-0-0 to 25-4-8: 200 plf, 17-4-8 to 25-4-8: 380 plf. 2) This mass has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both aid webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordancewith IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinklepoint load (distributed over three busses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: ManberD, nax CBI, max axial tip (max eompr. fig ifdifkrent fomn x axial frame) Only farces gnatathan 3001bs ate shown in this table TC 1-2 2-3 0.250 0.203 1,1751bs 1,069 lbs (4901bs) (-923 lbs) 34 4-5 0.188 0.186 1,1951bs 670 lbs (-9791bs) (-645 lbs) 5-6 6-7 0.244 0.305 -1,3761bs 1,024 lbs (1,009lbs) 7-8 0.317 -8371bs BC 9-10 0.131 -1,311 lbs 12-13 0.118 -3641bs 14-15 0.087 -3321bs 16-17 0.117 6711bs (-6591bs) 10-11 0.122 -1,1931bs 13-14 0.083 3321bs 15-16 0.111 -3321bs Web 1-16 0.114 -733 lbs 4-14 0.030 -401 lbs 6-12 0.085 -357 lbs 8-9 0.054 -586 lbs 2-16 0.042 -472 lbs 4-13 0.270 1,811 lbs (1,689lbs) 7-12 0.424 -1,662 lbs 2-15 0.257 2,060 lbs (1,608 lbs) 5-13 0.028 -319 lbs 7-10 0.074 460lbs 3-15 0.027 -381 lbs 5-12 0.318 1,7641bs (1,6991bs) 8-10 0.329 -989lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appiovalfrom a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 6)At least one web of this truss has been designed with apanel point in the web. All panel points on suclh webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 25-6-8 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M1A-GBDT Job: munay Date: 05/09/24 08:43:24 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-6-8 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1351bs 8) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 9,10,15 may need to be considered. 9) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO ias ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M1B Job: mur ay Date: 05/09/24 08:43:25 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 9-5-8 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 671bs 00 9-5-8 1-4-0 2-8-8 1-4-0 I 4-0-8 2-8-8 2-8-8 6-9-0 2x 8 I Vol 2.5 12 4)4 / 6 4x6 / 4 4 / rIIr/r ►4U. :■` [vial � 3x4 - 4xWIi MI 9-5-8 4x12 - 7xp / 2111 0-0-0 1-0-0 1-4-0 2-8-8 1-4-0 I 4-0-8 All plates showntobe Eagle 20unless otherwise noted. 2-8-8 6-9-0 7 2x4 I 1-0-0 2-8-8 9-5-8 3z4- 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.17 (2-3) BC: 0.11(8-9) Web: 0.17(5-6) Deflection I/ (loc) Allowed VertTL: 0.02 in L/999 (8-9) L/240 VettLL: 0.01 in L/999 (8-9) L/360 Horz TL: 0 in 5 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 5571bs-1351bs-1351bs 1391bs 5 1 5.5 in 1.50 in 5851bs-2031bs-2031bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DEL #22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catoory II, Overall Bldg Dams 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial ince (max comer. foax ifdilbart flummox axial force). Only forces peaterthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 0.105 3491bs 2-3 0.171 -631 lbs 34 0.168 3661bs 14-5 0.139 358 lbs BC 8-9 0.114 594 lbs (-113 lbs) 9-10 0.090 349 1bs (-120 lbs) Web 1-12 1-10 2-10 3-8 0.072 0.095 0.042 0.063 -513 lbs 536 lbs -388 lbs -340 lbs (-147 lbs) 5-8 0.104 587 lbs (-166 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) The profile of at least one structural ral member has been modified by the aserand as a result requires engineering review 4) Brace bottom chord with approved sheathing or pules per Bracing Summary. 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the buss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Horizontal clearancebetween inside face of bearing and where the outside edge of the end web meets the bottom side ofthe top chord shall not exceed 0.5" 8) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tn iss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M1-GBDT Job: mun y Date: 05/09/24 08:43:19 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 25-6-8 25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 1341bs co 0 0 1 25-6-8 3x14 / 0-0-0 3-3-5 3-3-5 3-3-4 3-3-5 6-6-10 9-9-14 3-3-5 3-3-5 3-3-4 3-3-5 3-5-5 4-4-0 4-8-0 13-1-3 3-3-5 3-3-5 6-6-10 All plates showntobe Eagle 20unless otherwise noted. 9-9-14 13-1-3 16-6-8 4q2 - 20-10-8 3-4-3 3-5-5 4-4-0 16-6-8 20-10-8 4a74 \ 4x1 25-6-8 12 12.594 4-8-0 414 \ 2x4 1 0-0-0 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.32 (7-8) BC: 0.13 (9-10) Web : 0.42 (7-12) Deflection I/ (roc) Allowed VetTL: 0.02in L/999 (9-10) L/240 VetLL: 0.02 in L/999 (9-10) L/360 Horz TL: 0 in Reaction Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 306.5 in N/A 6101bs-3721bs -9lbs-3721bs-1,2991bs 1 306.5 in N/A 8511bs-1891bs -401bs-1891bs 1,6361bs 1 306.5 in N/A 581bs-9901bs 1 306.5 in N/A 420 Ibs -0 Ibs -63 Ibs -63 Ibs -3,041 Ibs 1 306.5 in N/A 429 Ibs -7 Ibs -7 Ibs 908 Ibs 1 306.5 in N/A 4181bs • 6681bs 1 306.5 in N/A 466 lbs -54 lbs -54 lbs -629 lbs 1 306.5 in N/A 4491bs -16lbs -161bs 3001bs 1 306.5 in N/A 228 lbs -49 lbs -20 lbs -49 lbs 348 lbs Material TC: DFL SS 2 x 4 BC: DFL SS 2 x 4 Web: DFL#1 2x 4 Bracing TC: Sheathed orPurlins at 5-8-0, Perlin design by Others. BC: Sheathed or Purlins at 6-1-0, Perlin design by Others. Loads 1) This truss has been designed for the effects dueto drag load distributed along shear walls along the bottom chord from 0-0-0 to 25-4-8:200 plf, 17-4-8 to 25-4-8: 380 plf. 2) This mass has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catgoty II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both and webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordancewith IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinklepoint load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Marilxi ID, matt CBI, max axial forte (max eompr: force ifdiffetant &pint x axial fixes) Only fees greater than 3001bs ate shown in this table TC 1-2 2-3 0.212 0.227 -927 lbs -1,232 lbs 3-4 4-5 0.185 0.186 882 lbs -758 lbs (-852 lbs) 5-6 6-7 0.244 0.303 -1,403 lbs -998 lbs 7-8 0.317 -834 lbs BC 9-10 10-11 0.131 0.122 -1,311 lbs -1,1931bs 12-13 13-14 0.118 0.083 -3641bs -3321bs 14-15 15-16 0.091 0.093 3321bs 3321bs 16-17 0.104 -3171bs Web 1-16 2-16 2-15 3-15 0.138 0.029 0.208 0.026 9591bs -322 lbs -1,298 lbs -373 lbs (-951 lbs) 4-14 4-13 5-13 5-12 0.027 0.257 0.028 0.312 -3491bs 1,615 lbs -310 lbs 1,680 lbs (1,6101bs) (1,665 lbs) 6-12 7-12 7-10 8-10 0.083 0.419 0.075 0.326 -3491bs -1,642 lbs -461lbs -981 lbs 8-9 0.054 -5841bs Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 25-6-8 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO IES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tmss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M1-GBDT Job: mun y Date: 05/09/24 08:43:19 Page: 2 of2 SPAN 25-6-8 PITCH QTY 2.5/12 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 1341bs 6)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 7)A creep factor of 1.00 has been applied for this truss analysis. 8) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 9,10,15,17 may need to be considered. 9) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVARABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:MA-GBDT Job: muimy Date: 05/09/24 08:43:27 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-8 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 711bs 0 9 1 1 16-6-8 3-3-5 3-3-5 3-3-4 3-3-5 3-5-5 0-0-0 3-3-5 6-6-10 2.5 112 4z12 / 3-3-5 3-3-5 3-3-5 6-6-10 All plates showntobe Eagle 20unless otherwise noted. 4as4 / 10 3z8 / 9-9-14 12 3-3-4 2.5 3x4 / 4 13-1-3 3-3-5 3X58/ 16-6-8 3-5-5 2a64 3-4-3 9-9-14 13-1-3 16-6-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.37 (3-4) BC: 0.64 (9-10) Web : 0.55 (5-7) Deflection I/ (hoc) Allowed VertTL: 0.51 in L/371 (9-10) L/240 VertLL: 0.18 in L/999 (9-10) L/360 Horz TL: 0.06 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 9421bs -831bs -831bs 1721bs 7 1 5.5 in 1.50 in 9431bs-1221bs-1221bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distnbued along shear walls along the bottom chord from 0-0-0 to 16-4-8:200 plf, 9-7-8 to 16-4-8:380 Pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catgory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial forte (max comer. force ifditfaart tiom mac axial force). Only fortes geAerthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 2-9-0, Purlin design by Others. BC: Sheathed orPurlins at 8-8-0, Purlin design by Others. TC 1-2 2-3 0.243 0.363 -2,970 1bs 4,490lbs 34 4-5 0.366 0.249 4,527lbs -3,367 lbs 5-6 0.232 -1,227 lbs BC 7-8 0.421 3,059 lbs (-385 1bs) 9-10 0.635 4,463 lbs (-600 lbs) 11-12 0.109 541 lbs (-536 1bs) 8-9 0.622 4,503 lbs (-569 lbs) 10-11 0.465 2,954 lbs (475lbs) Web 1-12 0.087 -883 lbs 2-10 0.280 2,031 lbs (3641bs) 4-8 0.392 -2,286 lbs 1-11 0.510 2,884 lbs (-308 lbs) 3-10 0.032 -328 lbs 5-8 0.073 410 lbs (-10 lbs) 2-11 0.068 -683 lbs 3-9 0.278 1,666 lbs (1,6241bs) 5-7 0.549 -2,989 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach structural gable blocks with 3x8 20gaplats, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6)A creep factor of 1.00 has been applied for this mass analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. N 1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:M-GBDT Job: murray Date: 05/09/24 08:43:15 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-6-8 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 711bs 0 9 1 1 16-6-8 3-3-5 3-3-5 3-3-4 3-3-5 3-5-5 0-0-0 3-3-5 6-6-10 2.5 112 3-3-5 3-3-5 3-3-5 6-6-10 All plates showntobe Eagle 20unless otherwise noted. 4a4 / 10 4z6 / 9-9-14 12 3-3-4 2.5 3x4 / 4 13-1-3 3-3-5 3X58/ 16-6-8 3-5-5 2a64 3-4-3 9-9-14 13-1-3 16-6-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.37 (3-4) BC : 0.64 (9-10) Web : 0.55 (5-7) Deflection I/ (hoc) Allowed VertTL: 0.51 in L/371 (9-10) L/240 VertLL: 0.18 in L/999 (9-10) L/360 Horz TL: 0.06 in 7 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 9421bs -831bs -831bs 1721bs 7 1 5.5 in 1.50 in 9431bs-1221bs-1221bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 16-4-8:200 plf, 4-4-8 to 16-4-8:260 Pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft, h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial ince, (max comer. force ifditfaart tiom mac axial force) Only fonxi gaderthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 2-9-0, Purlin design by Others. BC: Sheathed orPurlins at 8-8-0, Purlin design by Others. TC 1-2 2-3 0.243 0.363 -2,970 1bs 4,490lbs 34 4-5 0.366 0.249 4,527lbs -3,382 lbs 5-6 0.241 -1,343 lbs BC 7-8 0.421 3,059 lbs (-385 1bs) 9-10 0.635 4,463 lbs (-600 1bs) 11-12 0.114 528 lbs (-523 lbs) 8-9 0.622 4,503 lbs (-569 lbs) 10-11 0.465 2,954 lbs (475lbs) Web 1-12 0.087 -883 lbs 2-10 0.339 2,454 lbs (-788 lbs) 4-8 0.342 -1,994 lbs 1-11 0.510 2,884 lbs (-308 lbs) 3-10 0.032 -322 lbs 5-8 0.073 410 lbs (-10 lbs) 2-11 0.068 -683 lbs 3-9 0.240 1,444 lbs (-1,402 lbs) 5-7 0.549 -2,989 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach stmctu algableblocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6)A creep factor of 1.00 has been applied for this mass analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. N 1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeStrildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:N Job: murray Date: 05/09/24 08:43:30 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 11-4-8 2.5/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 541bs N- v 9 1 1 11-4-8 3-1-2 3-1-2 3-1-2 6-2-4 2.5 112 2a4 3a1 / 4)14 / 4-2-4 1--0 10-4-8 I0 11-4-8 3$ 21 0-0-0 3-1-2 3-1-2 All plates showntobe Eagle 20unless otherwise noted. 4z4- 3-1-2 6-2-4 3a84 - 4-2-4 10-4-8 3z8 0-0-0 1-0-0 I 11-4-8 I Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.83 (4-5) BC: 0.71 (8-9) Web : 028 (4-6) Deflection I/ (loc) Allowed VettTL: 0.36in L/347 (8-9) L/240 VettLL: 0.14 in UP L/868 (8-9) L/360 Horz TL: 0.01 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 10 1 5.5 in 1.50 in 6711bs-1461bs-1461bs 105 lbs 6 1 5.5 in 1.50 in 6711bs-1681bs-1681bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads Bracing TC: Sheathed orPurlins at 6-0-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial Sdaz (max comer. face ifdiflaau flummox axial force). Only fours ga4erthan 3001bs aie shown in this sable TC 1 1-2 0.224-1,244 1bs 2-3 0.430 586 1bs 34 0.577 522 lbs BC 6-7 0.679 515 1bs (-74 lbs) 7-8 0.679 515 lbs (-74 lbs) 8-9 0.705 1,200 lbs (2811bs) Web 1-10 0.064 -6501bs 2-8 0.134-7751bs 4-6 0.279-1,8021bs 1-9 0.219 1,237 1bs (-236 lbs) 4-7 0.142 803 lbs (-144 lbs) 5-6 0.102 575 lbs (-168 1bs) Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof buss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 4)A creep factor of 1.00 has been applied for this mass analysis. 5) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIIVIITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:N1 Job: munay Date: 05/09/24 08:43:34 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-3-4 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 271bs M N 0 0 T 6-3-4 6-3-4 3)14 / 2 6-3-4 2.5 112 2as4 0-0-0 All plates showntobe Eagle 20unless otherwise noted. 34- 0-0-0 6-3-4 6-3-4 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.55 (1-2) BC : 0.22 (3-4) Web : 0.07 (2-3) Deflection I/ (hoc) Allowed VettTL: 0.1 in L/696 (3-4) L/240 VettLL: 0.06 in L/999 (3-4) L/360 Horz TL: 0 in 3 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 4 1 5.5 in 1.50 in 400 lbs -160 lbs -160 lbs 721bs 3 1 1.5 in — 4061bs -193 Ibs -193 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This buss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 fi h = 15 ft, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces TC Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Manta ID, max CSI, max axial come (max comer. foace if different fiom mac axial foace). Only fours greater than 300lbs ale shown in this table BC Web Notes 1) Unless noted otherwise, do not cut or alter any mass member or plate without prior app,ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical int epretation only. Install hanger per manufacturer's recommendation. 4) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind upliftreactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLEFROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Mass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:N1A Job: mtnhay Date: 05/09/24 08:43:36 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-3-4 2.5 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 341bs T 6-3-4 1-0-0 1-0-0 1-0-0 2-0-0 2-1-10 2-1-10 2.5 112 4x14 / 3> / 6'- MEM IMIETAIII ii• i■ 4-1-10 0-0-0 1-0-0 1-0-0 All plates showntobe Eagle 20unless otherwise noted. 0-7-8 6-3-4 2t4 0-7-8 1-0-0 2-0-0 2-1-10 2-1-10 0-0-0 4-1-10 6-3-4 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.14 (4-5) BC: 0.10 (9-10) Web : 0.72 (2-10) Deflection L/ (loc) Allowed VettTL: 0.03 in L/999 8 L/240 VettLL: 0.01 in UP L/999 8 L/360 Horz TL: 0.02 in 6 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 12 1 5.5 in 1.50 in 4001bs -160 lbs -160 lbs 721bs 6 1 5.5 in 1.50 in 4061bs -193 Ibs -193 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Calory II, Overall Bldg Dims 25 ftx 60 ft h = 15 fl, End Zone Truss, Both end webs considered. DOL = 1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Member ID, max CSI, max axial ince, (max comp. face ifdi8bart fiom mac axial force). Only fours garterthan 3001bs aie shown in this sable Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 2-3 0.085 -843 lbs 34 0.096 -736 1bs BC 6-7 0.062 345 lbs (-131 lbs) 9-10 0.096 807 1bs (-396 lbs) Web 1-12 1-11 4-9 0.037 0.061 0.077 -374 lbs 347 lbs 433 lbs (-99 lbs) (2391bs) 4-6 0.052 -443 1bs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Stiumnary. 4)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnuss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:N1-DT Job: munay Date: 05/09/24 08:43:32 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-3-4 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 291bs T 6-3-4 3-1-10 3-1-10 4x14 / 2 3-1-10 2.5 112 34 / 6-3-4 24 0-0-0 4z4 - 3-1-10 3-1-10 3x4 - 0-0-0 3-1-10 All plates showntobe Eagle 20 unless otherwise noted. 6-3-4 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.20 (1-2) BC: 0.11(4-5) Web: 0.17(1-5) Deflection I/ (loc) Allowed VertTL: 0.01 in L/999 (5-6) L/240 VettLL: 0.01 in L/999 (5-6) L/360 Horz TL: 0 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 5781bs-180lbs-160lbs-180lbs 721bs 4 1 1.5 in — 581 Ibs-1771bs -193 Ibs -193 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to a 1,650 lbs (550 plf) drag load distributed along shear walls along the bottom chord from 3-3-4 to 6-3-4. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 fix 60 fi; h=15 f; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber D, max CSI, max axial ice, (max comps face ifditiaart flummox axial force). Only fonxs piaterthan 3001bs are shown in this table Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1 1-2 0.201-1,2041bs 2-3 0.199 -8401bs BC 4-5 0.106 1,2171bs (-7321bs) Web 1-6 0.043-5551bs 24 0.153-1,0121bs 1-5 0.173 1,254 lbs (-754 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plat without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Hanger is for graphical int eprctation only. Install hanger per manufacturer' s recommendation. 4) Bracebottom chord with approved sheathing or pules per Bracing Summary. 5)A creep factor of 1.00 has been applied for this truss analysis. 6) Due to negative reactions in gravity load cases, special connections to the bearing suface at joints 6,4 may need to be considered. 7) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnleBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:N1-GBDT Job: murray Date: 05/09/24 08:43:33 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 6-3-4 2.5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 301bs 6-3-4 3-1-10 3-1-10 3-1-10 T 0-0-0 3-1-10 6-3-4 3-1-10 24 0-0-0 3-1-10 All plates showntobe Eagle 20unless otherwise noted. 6-3-4 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.29 (2-3) BC : 0.14 (5-6) Web : 029 (1-5) Deflection I/ (hoc) Allowed VertTL: 0.01 in L/999 (5-6) L/240 VettLL: 0.01 in L/999 (5-6) L/360 Horz TL: 0.01 in 4 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 9041bs-5051bs -160 lbs-5051bs 721bs 4 1 5.5 in 1.50 in 9071bs-5021bs-1931bs-5021bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load dismbutd along shear walls along the bottom chord from 0-0-0 to 6-3-4:240 plf 0-0-0 to 6-0-0:260 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 fi h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max GSI, max axial forte (max comp: farce ifdill:mit fiom mac axial force). Only fours geAerthan 3001bs aie shown in this sable TC 1 1-2 0.201 -2,023 lbs 2-3 0.294 1,545 lbs BC 4-5 0.115 1,443 lbs (-958 lbs) 5-6 0.138-1,568 lbs Web 1-6 0.072-880 lbs 2-5 0.061 471lbs 1-5 0.293 2,125lbs (-1,625 lbs) 24 0.247-1,639 lbs Bracing TC: Sheathed orPurlins at 4-9-0, Purlin design by Others. BC: Sheathed orPurlins at 5-6-0, Purlin design by Others. Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 4)A creep factor of 1.00 has been applied for this truss analysis. 5) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoinls 6, 4 may need to be considered. 6) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO 1F, ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:N-GBDT Job: m urray Date: 05/09/24 08:43:29 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 11-4-8 2.5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 601bs 9 1 1 11-4-8 5-8-4 5-8-4 5-8-4 11-4-8 2.5 112 4)4 / 24 I 2 0-0-0 5-8-4 4x8 - 5-8-4 0-0-0 5-8-4 All plates showntobe Eagle 20unless otherwise noted. 11-4-8 Loading (psf) TCLL : 20 TCDL : 25 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.64 (2-3) BC : 0.27 (4-5) Web : 0.82 (1-5) Deflection I/ (hoc) Allowed VetTL: 0.08 in L/999 (4-5) L/240 VetLL: 0.04 in L/999 (4-5) L/360 Horz TL: 0.01 in 4 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 6 1 5.5 in 1.50 in 1,0181bs-2901bs-1461bs-2901bs 105 lbs 4 1 5.5 in 1.50 in 1,018 lbs-2901bs-1681bs-2901bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 11-4-8: 200 plf, 5-4-8 to 11-4-8:260 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max GSJ, max axial ince, (max comer. farce ifdill:rer t fiom mac axial force). Only foxes geMerthan 3001bs aie shown in this sable TC 1 1-2 0.403-3,002 lbs 2-3 0.641 1,943 1bs BC 4-5 0.269 2,0341bs (-7721bs) 5-6 0.157-1,2191bs Web 1-6 0.076 -982 lbs 2-5 0.045 325 lbs (-311 1bs) 1-5 0.815 3,022 lbs (-1,749 lbs) 24 0.323 -2,220 lbs Bracing TC: Sheathed orPurlins at3-10-0, Purlin design by Others. BC: Sheathed orPurlins at 7-0-0, Purlin design by Others. Web: One Midpoint Row: 2-4 I Notes 1) Unless noted otherwise, do not cut or altar any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at 24 " OC, U.N.O. 3)Attach shuctivalgable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Gable must be sheathed on one side or lateral bracing applied appivpriately. 7) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Ei Indicates lateral bracing required perpendicular to the plane oft e Muss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information. 10) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 4 may need to be considered. 11) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCIS DESIGN NO has ISSUED WITH THIS DESIGN AND AVAILABLE. FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildm Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:O Job: moray Date: 05/09/24 08:43:40 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 0.25/12 9 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 991bs 0 20-11-8 1-0-0 3-2-15 1-0-0 I 4-2-15 311 2-8-14 6-11-13 0.25 [12 5 3x4 - xl 4 3-5-15 3-5-15 10-5-12 13-11-11 2t4 1-3-10 2),4 3-5-14 17-5-9 6xp- 0z12 - 214 6z6 - 3z - 4z6 - 515 - 0-0-0 1-0-0 1-0-0 3-2-15 2-8-14 4-2-15 6-11-13 All plates showntobe Eagle 20unless otherwise noted. 10-5-12 3-5-15 3-5-15 13-11-11 3-5-14 17-5-9 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.97 (1-2) BC: 0.91 (15-16) Web : 0.45 (1-15) Deflection I/ (loc) Allowed VetTL: 0.51 in L/473 (12-13) L/240 VettLL: 0.25in L/965 (12-13) L/360 Horz TL: 0.04 in 9 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 16 1 5.5 in 1.50 in 8361bs -901bs-3181bs-3181bs 141 lbs 9 1 5.5 in 1.50 in 836 Ibs -92 Ibs -326 Ibs -326 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 17-16,18-9 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Ove allBldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to members 17-1 & 18-8 Member Forces Table indicates: Amber ID, max CSI, max axial ince, (max comer. force differentifflummox axial force). Only forces geaterthan 3001bs are shown in this table Bracing TC: Sheathed orPurlins at 3-9-0, Purlin design by Others. BC: Sheathed orPurlins at 6-8-0, Purlin design by Others. TC 1-2 2-3 0.974 0.543 -1,2231bs -1,247 1bs 3-40.426 4-5 0.254 2,5851bs -2,453 lbs 5-6 6-7 0.271 0.231 2,4501bs -2,453 lbs 7-8 0.117-1,3101bs BC 10-11 0.328 1,355 lbs (-539 1bs) 12-13 0.479 2,622lbs (-1,067 1bs) 14-15 0.781 1,238 lbs (-563 1bs) 11-12 0.461 2,449lbs (-978 lbs) 13-14 0.660 1,238 lbs (-563 lbs) Web 1-16 0.138 -1,526 lbs 3-13 0.278 1,571 lbs (-558 lbs) 7-11 0.228 1,291 lbs (494lbs) 1-15 0.448 2,538 lbs (-970 lbs) 4-13 0.044 420lbs 7-10 0.078 -725 lbs 2-15 0.120 -1,166 lbs 4-12 0.085 -403 lbs 8-10 0.264 1,496 lbs (-597 lbs) 3-14 0.050 486 lbs 6-11 0.040 -372 lbs 8-9 0.073 -789 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a ProfessionalEngineee 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventpondng. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall bebraced lateallyperpendiculartothe plane ofthe truss. Lateral al braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind upliftreactions based on MWFRS & C&C loading. 8) Parapet TL: 0.04 in, 2L/686 (18-8),Allowable 2L/120. 3-5-15 20-11-8 3-5-15 20-11-8 5 T41 0-0-0 Cal ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC I'S DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:O1 Job: moray Date: 05/09/24 08:43:43 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 19-5-8 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 851bs 0 0 T 19-5-8 3-5-15 3-5-15 4- 0.25 3-5-14 6-11-13 12 4- 3-5-15 10-5-12 2x44 3-5-15 13-11-11 2t4 3-5-14 1-11-15 17-5-9 I 19-5-8 6)6 - 5x5 - X 0-0-0 3-5-15 3-5-15 4X8 - 6X6 - All plates showntobe Eagle 20unless otherwise noted. 3-5-14 6-11-13 3-5-15 10-5-12 3z4 - 3-5-15 13-11-11 0-0-0 3-5-14 1-11-15 17-5-9 I 19-5-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.42 (3-4) BC: 0.70 (11-12) Web : 0.40 (1-13) Deflection I/ (loc) Allowed VettTL: 0.52in L/426 (11-12) L/240 VettLL: 0.25in L/875 (11-12) L/360 Horz TL: 0.04 in 8 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 14 1 5.5 in 1.50 in 7781bs -821bs-2961bs-2961bs 1721bs 8 1 5.5 in 1.50 in 7851bs -871bs-3481bs-3481bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 15-14 Loads 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Ove ahlBldg Dims 25 ftx 60 fl, h=15 fl, End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to member 15-1 Member Forces Table indicates: Member ID, max CSI, max axial fob (max comer. force if different flummox axial force) Only fOBIS gederthan 3001bs aie shown in this table Bracing TC: Sheathed orPurlins at 3-5-0, Purlin design by Others. BC: Sheathed orPurlins at 5-3-0, Purlin design by Othets. TC 1-2 2-3 0.178 0.270 -2,176 lbs -3,328 lbs 34 4-5 0.421 0.330 -2,902 lbs 2,8981bs 5-6 6-7 0.330 0.081 -2,902 lbs -1,018 lbs BC 9-10 0.399 1,0841bs (4421bs) 11-12 0.700 3,3411bs (-1,5291bs) 13-14 0.100 -3661bs 10-11 0.656 2,8981bs (-1,2521bs) 12-13 0.316 2,1711bs (-1,1451bs) Web 1-14 0.181 -724 lbs 3-11 0.130 -642 lbs 7-9 0.218 1,235 lbs (523Ihs) 1-13 0.396 2,241 lbs (-805 lbs) 5-10 0.043 4251bs 7-8 0.076 -749 lbs 2-13 0.053 -527 lbs 6-10 0.353 2,0011bs (-863 lbs) 2-12 0.221 1,252 lbs (-386 lbs) 6-9 0.074 -7291bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineet 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventpondng. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall bebraced laterally perpendiculartothe plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Listed wind upliflreactions based on MWFRS & C&C loading. 8) Parapet TL: 0.13 in, 2L/379 (15-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnleBuild 9 Tnass Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:O1-GBDT Job: mun y Date: 05/09/24 08:43:42 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 981bs 0 20-11-8 0-0-0 3-5-15 3-5-15 3-5-14 6-11-13 3-5-15 3-5-14 3-5-15 6-11-13 All plates showntobe Eagle 20unless otherwise noted. 10-5-12 3-5-15 3-5-15 10-5-12 13-11-11 3-5-15 3-5-15 13-11-11 3-5-14 17-5-9 3-5-14 17-5-9 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.31(34) BC: 0.50 (11-12) Web : 0.43 (1-13) Deflection I/ (loc) Allowed VertTL: 0.46in L/528 (11-12) L/240 VertLL: 0.23in L/999 (11-12) L/360 Horz TL: 0.05 in 8 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 14 1 5.5 in 1.50 in 8321bs -5 lbs -891bs-3091bs-3091bs 1721bs 8 1 5.5 in 1.50 in 8401bs -4 lbs -931bs-3581bs-3581bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 15-14 Loads 1) This truss has been designed for the effects due to drag load distnbuted along shear walls along the bottom chord from 0-0-0 to 20-11-8:200 plf 0-0-0 to 5-10-0: 380 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category It Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 15-1 Member Forces Table indicates: Member ID, max CSI, max axial ice, (max comer. Brae ifdifferent fiomimx axial &xo) Only forces greater than 3001bs ate shown in this table Bracing TC: Sheathed orPurlins at 3-2-0, Purlin design by Others. BC: Sheathed orPurlins at 5-3-0, Purlin design by Others. TC 1-2 2-3 0.195 0.292 -2,379 lbs -3,596 1bs 34 4-5 0.313 0.313 -3,858 lbs -3,858 lbs 5-6 6-7 0.261 0.157 -3,225 lbs -1,889 lbs BC 8-9 0.083 -699 lbs 10-11 0.449 3,222 lbs (1,3241bs) 12-13 0.365 3,3031bs (-1,397 lbs) 9-10 0.299 1,950 lbs (-797 lbs) 11-12 0.505 3,6241bs (-1,608 lbs) 13-14 0.177 2,0261bs Web 1-14 0.182 -781 lbs 3-12 0.033 4151bs 6-10 0.246 1,5391bs (-562 lbs) 1-13 0.433 2,451 lbs (-866 lbs) 3-11 0.196 1,2141bs (-1,022 lbs) 6-9 0.069 -6781bs 2-13 0.056 -561 lbs 5-11 0.190 1,375 lbs (-841 lbs) 7-9 0.358 2,025 lbs (-846 lbs) 2-12 0.234 1,699 lbs (-682 lbs) 5-10 0.042 -485 lbs 7-8 0.081 -797 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appivval from a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 6) Provide adequate drainage to preventponding. 7)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 3-5-15 20-11-8 3-5-15 20-11-8 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:O1-GBDT Job: mun y Date: 05/09/24 08:43:42 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 025/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 981bs 9) Due to negative reactions in gravity load cases, special connections to the bearing surface atjoints 14, 8 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading. 11) ParapetTL: 0.12 in, 2L/409 (15-1), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:O-DT Job: munay Date: 05/09/24 08:43:37 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1001bs 1 0 20-11-8 1-0-0 I 3-2-15 1-0-0 4-2-15 17 x3 - 311 2-8-14 6-11-13 3-5-15 3-5-15 10-5-12 13-11-11 0.25 6 [12 - 5x 2t4 2),4 3-5-14 17-5-9 6xp- 3-5-15 20-11-8 1-1-5 e 1-3-10 5t- T3147z8 - 0-0-0 1-0-0 1-0-0 2z4 I 7z8 - 5z5 - 616 - 515 - 3-2-15 2-8-14 4-2-15 6-11-13 All plates showntobe Eagle 20unless otherwise noted. 10-5-12 3-5-15 3-5-15 13-11-11 3-5-14 17-5-9 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.97 (1-2) BC: 0.96 (15-16) Web : 0.45 (1-15) Deflection I/ (loc) Allowed VetTL: 0.51 in L/473 (12-13) L/240 VetLL: 0.3inUP L/803 (10-11) L/360 Horz TL: 0.04 in 9 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 16 1 5.5 in 1.50 in 9041bs-2331bs -901bs-3181bs-3181bs 141 lbs 9 1 5.5 in 1.50 in 9041bs-2331bs -921bs-3261bs-3261bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 17-16,18-9 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 t 20-11-8:200 pl1 8-11-8 t 20-11-8: 260 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to members 17-1 & 18-8 Member Forces Table indicates: Mamba ID, max CSI, max axial ince, (max compr. Brae if different fiammax axial &ram) Only forces greaterthan 3001bs ate shown in this table Bracing TC: Sheathed orPurlins at 3-6-0, Purlin design by Others. BC: Sheathed or Puffins at 4-4-0, Purlin design by Othets. TC 1-2 2-3 0.974 0.625 -1,5261bs -1,279 1bs 34 4-5 0.515 0.486 2,5851bs -3,084 lbs 5-6 6-7 0.494 0.497 2,4501bs -2,586 lbs 7-8 0.117 -1,4501bs BC 9-10 0.235 -1,607 lbs 11-12 0.692 3,004 lbs (1,0311bs) 13-14 0.754 1,238 lbs (-563 lbs) 10-11 0.686 2,771 lbs (-1,692 lbs) 12-13 0.563 2,622 lbs (-1,067 lbs) 14-15 0.913 1,345 lbs (-563 lbs) Web 1-16 0.138 -1,8561bs 3-13 0.314 2,2781bs (1,0451bs) 6-11 0.052 -6091bs 8-9 0.073 -8451bs 1-15 0.449 3,1691bs (-1,131 lbs) 4-13 0.095 -9781bs 7-11 0.352 2,5521bs (1,5451bs) 2-15 0.120 -1,3691bs 4-12 0.440 2,1721bs 7-10 0.086 -9881bs 3-14 0.050 -588 lbs 5-12 0.058 419 lbs (-405 lbs) 8-10 0.264 1,662 lbs (-597 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appivval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 16, 9 may need to be considered. 8) Listed wind upliftreactions based on MWFRS & C&C loading. 9) Parapet TL: 0.07 in, 2L/370 (18-8),Allowable 2L/120. 3-5-15 20-11-8 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tnass Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:O-GBDT Job: murray Date: 05/09/24 08:43:39 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-11-8 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 1061bs 0 20-11-8 1-0-0 I 3-2-15 1-0-0 4-2-15 311 2-8-14 6-11-13 - 12 6 4x44 - 3-5-15 3-5-15 10-5-12 13-11-11 2t4 4¢ - 3-5-14 17-5-9 6 - 3-5-15 20-11-8 1-1-5 1 0z12 - 2z4 I 7z8 - 5z8 - 4z6 - 515 - 0-0-0 1-0-0 1-0-0 3-2-15 2-8-14 4-2-15 6-11-13 All plates showntobe Eagle 20unless otherwise noted. 10-5-12 3-5-15 3-5-15 13-11-11 3-5-14 17-5-9 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.98 (1-2) BC: 0.92 (15-16) Web : 0.45 (1-15) Deflection I/ (loc) Allowed VetTL: 0.44in L/551 (13-14) L/240 VetLL: 0.22in L/999 (13-14) L/360 Horz TL: 0.03 in 9 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 16 1 5.5 in 1.50 in 8361bs -901bs-3181bs-3181bs 141 lbs 9 1 5.5 in 1.50 in 836 Ibs -92 Ibs -326 Ibs -326 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 17-16,18-9 Loads 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 20-11-8:200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following use defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ft x 60 ft h = 15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to members 17-1 & 18-8 Member Forces Table indicates: Mamba ID, max CSI, max axial ince, (max cone firae if different firm max axial 8xx) Only frees gni4erthan 3001bs are shown in this table Bracing TC: Sheathed orPurlins at 3-6-0, Purlin design by Others. BC: Sheathed orPurlins at 6-6-0, Purlin design by Other. TC 1-2 2-3 0.979 0.628 -1,2271bs -1,251 lbs 34 4-5 0.496 0.217 2,5331bs 2,6701bs 5-6 6-7 0.217 0.184 -2,6691bs 2,281 lbs 7-8 0.110 -1,3391bs BC 9-10 0.081 -699lbs 11-12 0.327 2,2791bs (-900lbs) 13-14 0.750 1,2701bs (-5641bs) 10-11 0.214 1,382 lbs (-554 lbs) 12-13 0.374 2,5741bs (-1,049 lbs) 14-15 0.897 1,243 lbs (-564 lbs) Web 1-16 0.138 -1,530 lbs 3-13 0.265 1,660 lbs (-533 lbs) 6-11 0.043 4671bs 8-9 0.073 -797 lbs 1-15 0.450 2,5471bs (-9741bs) 4-13 0.048 -5641bs 7-11 0.183 1,1221bs (3901bs) 2-15 0.120 -1,1701bs 4-12 0.137 7541bs (-675lbs) 7-10 0.073 -6831bs 3-14 0.048 -467 lbs 6-12 0.132 956 lbs (-613 lbs) 8-10 0.270 1,529 lbs (-615 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A c,eep factor of 1.00 has been applied for this truss analysis. 7) Listed wind uplift reactions based on MWFRS & C&C loading. 8) Parapet TL: 0.04 in, 2L/582 (18-8),Allowable2L/120. 3-5-15 20-11-8 5 0 0-0-0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P Job: mun y Date: 05/09/24 08:43:50 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 16 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 1891bs 41-6-1 3-5-8 3-5-8 3-5-8 3-5-8 3-5-9 3-5-8 3-5-8 I 6-11-0 I 10-4-8 I 13-10-0 I 17-3-9 I 20-9-1 0 0 rh O 0) N 0 1N�1 TTTT 2z 0-0-0 3-5-8 3-5-8 3-5-8 3-5-8 3-5-9 3-5-8 3-5-8 I 6-11-0 I 10-4-8 13-10-0 17-3-9 20-9-1 All plates showntobe Eagle 20unless otherwise noted. 3-5-8 3-5-8 3-5-8 3-5-8 3-5-8 24-2-9 I 27-8-1 I 31-1-9 I 34-7-1 I 38-0-9 3-5-8 3-5-8 3-5-8 3-5-8 3-5-8 24-2-9 I 27-8-1 I 31-1-9 I 34-7-1 I 38-0-9 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.58 (8-9) BC: 0.91(21-22) Web : 0.44 (1-25) Deflection I/ (loc) Allowed Vert TL: 2.02 in L / 241 20 L / 240 VetLL: 0.77 in L/634 20 L/360 Horz TL: 0.2 in 14 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 26 1 5.5 in 1.50 in 2,1991bs -691bs -691bs -102 lbs 14 1 5.5 in 1.50 in 2,1991bs -691bs -691bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 27-26, 28-14 Loads Bracing TC: Sheathed orPurlins at 4-5-0, Purlin design by Others. BC: Sheathed or Puffins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 2) Minimum stooge attic loading has not been applied in accordance with IBC 1607.1 3) In accordance with IBC 1607.1, minimum BCLL's do not apply. 4)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 5) ** - Indicates parapet wind loading has been applied to members 27-1 & 28-13 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Bot 0-0-0 41-6-1 Down Proj 15 psf 15 psf Member Forces TnbWidth 24 in Table indicates: Metnber ID, matt CBI, max axial force (max comer. force ifdifferent from max axial form) Only rids gitaterthan 3001bs ate shown in this table TC 1-2 2-3 34 0.170 0.290 0.434 -2,274 lbs -3,934 lbs -5,589 lbs 4-5 5-6 6-7 0.477 0.575 0.454 -5,595 lbs -6,333 lbs -6,165 lbs 7-8 8-9 9-10 0.454 0.576 0.478 -6,165 lbs -6,333 lbs -5,595 lbs 10-11 11-12 12-13 0.436 0.289 0.170 -5,589 lbs -3,935 lbs 2,272lbs BC 15-16 0.325 2,330 lbs (88 lbs) 18-19 0.914 5,591 lbs (188 lbs) 21-22 0.915 5,592 lbs (188 lbs) 24-25 0.323 2,303 lbs (-86 lbs) 16-17 0.698 3,932 lbs (141 lbs) 19-20 0.661 6,333 lbs (192 lbs) 22-23 0.914 5,589 lbs (187 lbs) 17-18 0.914 5,589 lbs (187lbs) 20-21 0.661 6,333 lbs (192 lbs) 23-24 0.699 3,932 lbs (142 lbs) Web 1-26 0.070 -1,0601bs 5-21 0.150 851 lbs (4 lbs) 12-16 0.311 1,7591bs (58 lbs) 1-25 0.436 2,467 lbs (88 lbs) 6-20 0.038 -336 lbs 12-15 0.085 -856 lbs 2-25 0.085 -855 lbs 8-20 0.038 -336 lbs 13-15 0.435 2,464 lbs (-87 lbs) 2-24 0.315 1,785 lbs (61lbs) 9-19 0.151 853 lbs (-5 lbs) 13-14 0.070 -1,060 lbs 3-24 0.074 -745 lbs 10-17 0.038 -386 lbs 3-23 0.327 1,8501bs (50lbs) 11-17 0.327 1,851 lbs (50lbs) 4-23 0.038 -385 lbs 11-16 0.074 -743 lbs Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior app,ovalfrom a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 3) Provide adeqlate drainage to prevent ponding. 3-5-8 41-6-1 0-0-0 3-5-8 41-6-1 0 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TnleBuilde) Tniss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P Job: mun y Date: 05/09/24 08:43:51 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 16 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 1891bs 4) Bracebottom chord with approved sheathing orpurlins per Bracing Summary. 5)Atleastoneweb of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A creep factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall bebuilt and attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"] TC -1 row @ 1-0-0 oc, BC -1 row @ 1-0-0 oc , Webs -1 row @ 1-0-0 oc. 8) When applied loads are on one side of girdet do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofguder; double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shall be attached to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted. 11)Narls in 1st and 2nd ply shall be offsetfrom successive plies by 12 the nail spacing. 12) Listed wind upliftreactions based on MWFRS & C&C loading. 13) Parapet TL: 0.12 in, 2L/185 (27-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Tniss Software v5.6.400 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P1-DT Job: mumay Date: 05/09/24 08:43:52 Page: 1 of2 SPAN 26-6-2 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 118 lbs 5x 26-6-2 5-9-2 5-2-4 5-2-4 5-2-4 5-2-4 0.25 5-9-2 12 10-11-6 4a - 16-1-10 4x - 21-3-14 0 25 26-6-2 6 TTT 310 0-0-0 El- 5-9-2 7x10 - 42 - 63 - 5-2-4 5-2-4 5-2-4 6s - 5-2-4 x4 I o 0-0-0 5-9-2 All plates showntobe Eagle 20unless otherwise noted. 10-11-6 16-1-10 21-3-14 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.39 (4-5) BC : 0.63 (9-10) Web : 0.86 (4-10) Deflection VertTL: 0.71 in VertLL: 0.35 in Horz TL: 0.07 in IJ L/434 L/871 (loc) Allowed (9-10) L/240 (9-10) L/360 7 Reaction JT Brg Combo Brg Width 12 1 5.5 in 7 1 5.5 in Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 13-7 Loads 1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 26-6-2:200 plf 0-0-0 to 12-0-0:380 elf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to member 13-6 Member Forces Table indicates: Member ID, mare CSI, mare axial ice, (max comer. forty ifdiffetart flom max axial &xo) Only forces greater than 3001bs ate shown in this table Rqd Brg Width 1.50 in 1.50in Max React 1,040 lbs 1,033 lbs Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz -1251bs-1161bs-3891bs-3891bs -871bs -1261bs-1141bs-3591bs-3591bs Bracing TC: Sheathed or Punks at 2-9-0, Purlin design by Others. BC: Sheathed or Punks at 4-0-0, Purlin design by Otrets. Web: One Midpoint Row: 3-11 TC 1-2 2-3 0.341 0.246 -3,067 1bs -3,329 1bs 34 4-5 0.370 0.386 4,295lbs 4,498lbs 5-6 0.304 -3,443 lbs BC 7-8 0.157 -1,038 lbs 9-10 0.626 4,509 lbs (-1,571 lbs) 11-12 0.299 -3,340 lbs 8-9 0.493 3,235 lbs (-1,156 lbs) 10-11 0.579 4,332 lbs (-1,468 lbs) Web 1-12 0.102 -982 lbs 3-10 0.085 619 lbs (429lbs) 5-9 0.631 2,578 lbs (-1,514 lbs) 6-7 0.081 -974 lbs 1-11 0.534 3,2341bs (1,0841bs) 4-10 0.863 2,0591bs 5-8 0.070 -7491bs 3-11 0.327 2,512lbs 4-9 0.064 -592 lbs 68 0.578 3,537 lbs (1,142lbs) 26-6-2 Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to preventponding. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendiculartothe plane ofthe mass. Lateral braces shall be installed within 6 " of each web panel point 6) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member 7)A creep factor of 1.00 has been applied for this truss analysis. 8) ® Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint(one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO laSISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde)Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P1-DT Job: mun y Date: 05/09/24 08:43:52 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 26-6-2 0.25 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 118lbs 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 12, 7 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading. 11) ParapetTL: 0.07 uy 2Lt372 (13-6), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P1-GBDT Job: munay Date: 05/09/24 08:43:55 Page: 1 of 1 SPAN 10-7-8 PITCH 0.25 /12 QTY 1 OHL 0-0-0 OHR 0-0-0 CANT L 0-0-0 CANT R 0-0-0 PLYS 1 SPACING 24 in WGT/PLY 541bs N m 6x 3 10-7-8 5-9-2 4-10-6 0.25 112 5-9-2 ' 10-7-8 4 12 0.25 6 - 0-0-0 5-9-2 6xi0 - 4-10-6 0-0-0 5-9-2 All plates showntobe Eagle 20unless otherwise noted. 10-7-8 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.26 (2-3) BC: 0.26(5- Web : 0.71(3-5) Deflection IJ VetTL: 0.08 in L/999 VetLL: 0.04 in L/999 Horz TL: 0 in (hoc) (5- (5- 4 Allowed L/240 L/360 Reaction JT Brg Combo 6 1 4 1 Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL#22x4 Loads 1) This truss has been designed for the effects due to drag load distnbued along shear walls along the bottom chord from 0-0-0 to 10-7-8:200 plf, 0-0-0 to 10-7-8:260 pfr 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 fi; h=15 fi; End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlderpointload (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. Member Forces Table indicates: Amber ID, max CSI, max axial fo» (max comp: force ifdiflaart fiom mac axial force). Only forces geAerthan 3001bs aie shown in this sable Brg Width 5.5in 5.5in Rqd Brg Width 1.50 in 1.50in Max React 920 lbs 920 Ibs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Holtz -5801bs -501bs-2931bs-5801bs 561bs -5801bs -501bs-2931bs-5801bs TC 1-2 0.259 BC 4-5 0.209 Web 1-6 0.085 1-5 0.423 Bracing TC: Sheathed orPurlins at3-11-0, Purlin design by Others. BC: Sheathed orPurlins at 4-7-0, Purlin design by Others. Web: One Midpoint Row: 1-5 2,8921bs 2-3 0.259-2,487 lbs -2,238 lbs 5-6 0.261-2,649 lbs .883 lbs 2-5 0.053 381 lbs (-338 lbs) 3-4 0.084-894 lbs 3,065 lbs (2,418lbs) 3-5 0.715 2,687lbs (2,030lbs) Notes 1) Unless noted otherwise, do not cut or alter any buss member or plate without prior approval from a Professional Engineer 2) Gable webs placed at24 " OC, U.N.O. 3)Attach shuctivalgable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Provide adequate drainage to preventponding. 7) Gable must be sheathed on one side or lateral bracing applied appropriately. 8) Lateral bracing shown is for illustration purposes only and may be placed on either edge oftmss member 9)A creep factor of 1.00 has been applied for this truss analysis. 10) LE Indicates lateral bracing required perpendicular to the plane ofthe truss at either the midpoint (one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 11) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 6, 4 may need to be considered. 12) Listed wind uplift reactions based on MWFRS & C&C loading. O O ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1E, ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:PA-DT Job: mun y Date: 05/09/24 08:43:57 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 2 0-0-0 0-0-0 0-0-0 0-0-0 3 24in 2071bs 41-6-1 0 0 A M O 0) N N 0 1 'IX TTTT 2z 2-11-9 2-11-9 2-11-10 2-11-9 I 5-11-2 I 8-10-12 2-11-9 11-10-5 2-11-9 2-11-9 14-9-14 I 17-9-7 6x 0.25 4 24 4x44 - 214 I 3)4 - 2-11-10 20-9-1 2-11-9 2-11-9 3-7-13 23-8-10 I 26-8-3 I 30-4-0 3:- 5Y5- 3)$J4- 618- 31g - 4-8-0 35-0-0 3-3-1 3-3-0 38-3-1 I 41-6-1 I 21112 0.256A6 5.; 525 - 4z6 - 4z4 - 6X8 - 2x4 0-0-0 2-11-9 2-11-9 2-11-10 2-11-9 2-11-9 I 5-11-2 18-10-12 11-10-5 All plates showntobe Eagle 20unless otherwise noted. 3z4 - 4z8 - 322 - 621 xx4 -18 217 616xid - 6x16-18 - 2-11-9 2-11-9 14-9-14 I 17-9-7 2-11-10 20-9-1 0-8-0 0-8-0 0-0-0 2-11-9 2-11-9 3-7-13 4-8-0 3-3-1 3-3-0 23-8-10 I 26-8-3 I 30-4-0 35-0-0 38-3-1 I 41-6-1 I Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC: 0.39 (10-11) BC: 0.65 (18-19) Web : 0.94 (19-20) Deflection I/ (lox) Allowed VetTL: 1.6in L/304 22 L/240 VetLL: 0.61 in L/793 22 L/360 Horz TL: 024 in 15 Reaction IT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 30 1 5.5 in 1.50 in 2,1991bs -691bs -691bs -102 lbs 15 1 5.5 in 1.50 in 2,199 Ibs -69 Ibs -69 Ibs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL#2 2x 6: 31-30,11-20,32-15 Loads Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 41-6-1:200 plf. 2) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Catogory II, Overall Bldg Dims 25 ftx 60 fi; h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to members 31-1 & 32-14 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load Bot 0-0-0 41-6-1 Down Proj 15psf Member Forces End Load 15 psf TnbWidth 24 in Table indicates: ManberID, mate CBI, max axial fi3rc (max comps lnrce ifdifkrent flom max axial broe) Only fires gteaterthan 3001bs ate shown in this table TC 1-2 2-3 34 4-5 0.095 0.173 0.229 0.282 -1,2941bs 2,383lbs -3,1381bs -3,863 lbs 5-6 6-7 7-8 8-9 0.283 0.307 0.300 0.300 -3,8841bs 4,206lbs 4,1201bs 4,120lbs 9-10 10-11 11-12 12-13 0.304 0.391 0.349 0.305 4,1671bs -5,319 lbs 4,4801bs 4,167lbs 13-14 0.106-1,4371bs BC 16-17 0.066 4361bs (17lbs) 22-23 0.445 4,1661bs (1261bs) 26-27 0.432 3,1361bs (111 lbs) 18-19 0.651 6,138 lbs (-227 lbs) 23-24 0.431 4,205 lbs (126lbs) 27-28 0.286 2,382 lbs (-85 lbs) 20-21 0.153 1,167 lbs (46lbs) 24-25 0.552 3,881 lbs (-128 lbs) 28-29 0.160 1,340 lbs (-51 lbs) 21-22 0.429 4,080 lbs (129lbs) 25-26 0.552 3,881 lbs (-128 lbs) Web 1-30 0.046 -707 lbs 6-24 0.075 542 lbs (115 lbs) 14-16 0.278 1,575 lbs (-55 lbs) 1-29 0.255 1,445 lbs (-51 lbs) 10-21 0.052 -520 lbs 14-15 0.047 -709 lbs 2-29 0.060 -6061bs 10-19 0.232 1,3131bs (-671bs) 2-28 0.207 1,174 lbs (-39 lbs) 21-19 0.527 2,985lbs (-86 lbs) 3-28 0.047 4721bs 11-18 0.207 -1,7071bs 3-27 0.152 858 lbs (-28 lbs) 13-18 0.498 2,821 lbs (-118 lbs) 4-27 0.041 412lbs 18-16 0.189 1,068 lbs (-35 lbs) 4-26 0.151 8571bs (171bs) 13-16 0.081 -8161bs O W O ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild9 Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:PA-DT Job: moray Date: 05/09/24 08:43:57 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 2 0-0-0 0-0-0 0-0-0 0-0-0 3 24in 2071bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engine¢ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent pond ng. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A cieep factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Three identical trusses shall bebultand attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"]TC-1 row @ 1-0-0 oc, BC - 1 row @ 1-0-0 oc , Webs - 1 row @ 1-0-0 oc. 8) When applied loads are on one side ofgirdet do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdet double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shallbe Itched to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted 11)Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind upliftreactions based on MWFRS & C&C loading. 13) Parapet TL: 0.14 in, 2L/156 (32-14),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P-DT Job: mtnray Date: 05/09/24 08:43:45 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 2 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 1951bs 0 0 M O 0) N 0 1" �l TTTT 2z 41-6-1 2-11-9 2-11-9 2-11-10 2-11-9 I 5-11-2 I 8-10-12 6 0.25 4 5x5 - 2 2-11-9 11-10-5 2-11-9 2-11-9 14-9-14 I 17-9-7 2-11-10 20-9-1 2-11-9 2-11-9 2-11-9 23-8-10 I 26-8-3 129-7-12 2-11-10 2-11-9 2-11-9 2-11-9 32-7-6 135-6-15 I 38-6-8 I 41-6-1 I 41 3 4- 3 6 3 4- 3 q 211 1 I 5 5 6 _0.256 6 6 i 7 8 J 0 2 4 r 6z6 - 5z5 - 4z6 - 6x1218 - 2z4 34 - 4z8 - 3z4 - 2z4 I 6x12-018 - 4z6 - 6z6 - 6z6 - 2x 0-0-0 2-11-9 2-11-9 2-11-10 2-11-9 2-11-9 I 5-11-2 18-10-12 11-10-5 All plates showntobe Eagle 20unless otherwise noted. 2-11-9 2-11-9 14-9-14 I 17-9-7 2-11-10 20-9-1 2-11-9 2-11-9 2-11-9 23-8-10 I 26-8-3 129-7-12 0-0-0 2-11-10 2-11-9 2-11-9 2-11-9 32-7-6 135-6-15 I 38-6-8 I 41-6-1 I Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.56 (6-7) BC : 0.93 (20-21) Web : 0.38 (15-17) Deflection I/ (lox) Allowed VetTL: 1.87in L/260 23 L/240 VetLL: 0.71 in L/682 23 L/360 Horz TL: 02 in 16 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 30 1 5.5 in 1.50 in 2,1991bs -691bs -691bs 102 lbs 16 1 5.5 in 1.50 in 2,1991bs -691bs -691bs Material TC: DEL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 31-30, 32-16 Loads Bracing TC: Sheathed orPurlins at 4-3-0, Puffin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. 1) This truss has been designed for the effects due to a 1,6501bs (150 plf) drag load distrbuted along shear walls along the bottom chord from 30-6-1 to 41-6-1. 2) This truss has been designed for the effects of wind loads in accordancewithASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat gory II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to members 31-1 & 32-15 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location2 Direction Spread Start Load Bot 0-0-0 41-6-1 Down Proj 15psf Member Forces End Load 15 psf TnbWidth 24 in Table indicates: ManberID, nmc Cei, max axial fiarc (max comps: free ifdifkrent fom nraac axial free) Only hues gitaterthan 3001bs ate shown in this table TC 1-2 2-3 34 4-5 0.157 0.286 0.377 0.465 -1,9411bs -3,5741bs 4,707lbs -5,795 lbs 5-6 6-7 7-8 8-9 0.487 0.565 0.495 0.495 -5,8261bs -6,311lbs -6,168 lbs -6,168 lbs 9-10 10-11 11-12 12-13 0.562 0.485 0.465 0.377 -6,311 lbs -5,8271bs -5,802 lbs 4,709lbs 13-14 0.287-3,5681bs 14-15 0.157-1,9461bs BC 17-18 0.261 1,944 lbs (-73 lbs) 21-22 0.926 5,822 lbs (192 lbs) 25-26 0.925 5,821 lbs (192 lbs) 18-19 0.480 3,613 lbs (131 lbs) 22-23 0.723 6,311 lbs (189lbs) 26-27 0.724 4,705 1bs (166lbs) 19-20 0.723 4,706 lbs (166 lbs) 23-24 0.723 6,311 lbs (189 lbs) 27-28 0.476 3,572 lbs (-128 lbs) 20-21 0.926 5,822 lbs (-192 lbs) 2425 0.925 5,821 lbs (-192 lbs) 28-29 0.266 2,010 lbs (-76 lbs) Web 1-30 0.070 -1,060 lbs 5-26 0.033 -331 lbs 1418 0.320 1,814 lbs (-60 lbs) 1-29 0.383 2,168 lbs (-77 lbs) 6-24 0.105 594 lbs 14-17 0.090 -905 lbs 2-29 0.090 -908 lbs 10-22 0.105 592 lbs 15-17 0.384 2,174lbs (-79 lbs) 2-28 0.311 1,761 lbs (-58 lbs) 11-20 0.033 -328 lbs 15-16 0.070 -1,061 lbs 3-28 0.070 -708 lbs 12-20 0.228 1,288 lbs (-26 lbs) 3-27 0.227 1,287 lbs (43 lbs) 12-19 0.061 -613 lbs 4-27 0.061 -618 lbs 13-19 0.221 1,2511bs (-39 lbs) 4-26 0.227 1,285 lbs (-25 lbs) 13-18 0.071 -7121bs 0 o) 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC15 DESIGN NO 1FS ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuild 9 Tluss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P-DT Job: muray Date: 05/09/24 08:43:45 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 2 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 1951bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engine¢ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent pond ng. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A cieep factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall bebultand attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"]TC-1 row @ 1-0-0 oc, BC - 1 row @ 1-0-0 oc , Webs - 1 row @ 1-0-0 oc. 8) When applied loads are on one side ofgirdet do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdet double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shallbe attached to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted 11)Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind upliftreactions based on MWFRS & C&C loading. 13) Parapet TL: 0.12 in, 2L /182 (31-1),Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P-GBDT Job: mtnray Date: 05/09/24 08:43:47 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 2191bs 41-6-1 0 ' 0O) N O TTTT 2z 3-5-8 3-5-8 3-5-8 3-5-8 3-5-9 3-5-8 3-5-8 I 6-11-0 I 10-4-8 I 13-10-0 I 17-3-9 I 20-9-1 61_25 I124 4- 3-5-8 3-5-8 3-5-8 3-5-8 3-5-8 24-2-9 I 27-8-1 I 31-1-9 I 34-7-1 I 38-0-9 44 - 4)4- 3)4- 5xp- 3/1- 4 4- 4 $- 0 414 12 5z5 - 4z6 - 4z4 - 6z8 - 3z4 - 4z8 - 3z4 - 6z8 - 4z4 - 42 - 52 - 0-0-0 3-5-8 3-5-8 3-5-8 3-5-8 3-5-9 3-5-8 3-5-8 I 6-11-0 I 10-4-8 13-10-0 17-3-9 20-9-1 All plates showntobe Eagle 20unless otherwise noted. 3-5-8 3-5-8 3-5-8 3-5-8 3-5-8 24-2-9 I 27-8-1 I 31-1-9 I 34-7-1 I 38-0-9 Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: No Lumber D.O.L.: 125 % CSI TC : 0.36 (5- BC : 0.53 (19-20) Web : 0.31(1-25) Deflection I/ (loc) Allowed VettTL: 1.25in L/389 20 L/240 VettLL: 0.67 in L/729 20 L/360 Horz TL: 0.14 in 14 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 26 1 5.5 in 1.50 in 1,5771bs -761bs-180lbs-4421bs-4421bs-102lbs 14 1 5.5 in 1.50 in 1,5771bs -761bs -180 lbs -4421bs -4421bs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 27-26,28-14 Loads 1) This truss has been designed for the effects due to drag load distnbuted along shear walls along the bottom chord from 0-0-0 to 41-6-1:200 plf 0-0-0 to 41-6-1:260 plf 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ftx 60 ft, h=15 ft, End Zone Truss, Both end webs considered DOL=1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinkler point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to members 27-1 & 28-13 Member Forces Table indicaa: Member ID, max CSI, max axial ince, (rum comps brm ifdiffetart fiammax axial Spar) Only forces greater than 3001bs ate shown in this table Bracing TC: Sheathed orPurlins at5-11-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. TC 1-2 2-3 34 0.133 0.234 0.304 -1,622 lbs 2,8841bs -3,753 lbs 4-5 5-6 6-7 0.346 0.365 0.361 4,273lbs 4,4961bs 4,4531bs 7-8 8-9 9-10 0.361 0.365 0.347 4,453lbs 4,4961bs 4,276lbs 10-11 11-12 12-13 0.304 0.233 0.133 -3,754 1bs 2,8841bs -1,620 lbs BC 14-15 0.063 -796 lbs 17-18 0.458 3,7521bs (-1,061 lbs) 20-21 0.530 4,4941bs (-1,246 lbs) 23-24 0.364 2,882 lbs (-820 lbs) 15-16 0.228 1,6641bs (47711,$) 18-19 0.513 4,2761bs (1,19911,$) 21-22 0.514 4,2761bs (1,19911,$) 24-25 0.226 1,6441bs (4711bs) 16-17 0.363 2,882 lbs (-820 lbs) 19-20 0.531 4,4941bs (-1,246 lbs) 22-23 0.457 3,7521bs (-1,061 lbs) 25 26 0.063 -795 lbs Web 1-26 0.051 -770 lbs 4-22 0.151 1,094 lbs (-613 lbs) 9-19 0.129 932 lbs (-729 lbs) 12-15 0.066 -660 lbs 1-25 0.311 1,759 lbs (-501 lbs) 5-22 0.039 4371bs 9-18 0.039 -4371bs 13-15 0.310 1,7571bs (4991bs) 2-25 0.065 -659 lbs 5-21 0.129 932 lbs (-729 lbs) 10-18 0.152 1,099 lbs (-616 lbs) 13-14 0.051 -770 lbs 2-24 0.240 1,484 lbs (-380 lbs) 6-21 0.047 -380 lbs 10-17 0.039 -495 lbs 3-24 0.050 -557 lbs 6-20 0.109 -832 lbs 11-17 0.178 1,289 lbs (-491 lbs) 3-23 0.178 1,290 lbs (491 lbs) 8-20 0.109 -832 lbs 11-16 0.050 -557 lbs 4-23 0.039 496 lbs 8-19 0.047 -381 lbs 12-16 0.237 1,465 lbs (-374 lbs) Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior appiovalfrom a Professional Engineer 2) Gable webs placed at24 " OC,U.N.O. 3)Attach structural gable blocks with 2x4 20gaplates, U.N.O. 4) Bracing shown is for in -plane requirements. For out -of -plane requirements, referto BCSI-B3 published by the SBCA. 5) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80). 6) Provide adequate drainage to prevent ponding. 3-5-8 41-6-1 5 2z4 0-0-0 3-5-8 41-6-1 rn 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuildb Tniss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P-GBDT Job: mtnray Date: 05/09/24 08:43:47 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24in 2191bs 7)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced late ally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of each web panel point 8)A creep factor of 1.00 has been applied for this truss analysis. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joint 26,14 may need to be considered. 10) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Two identical trusses shall bebuilt and attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"] TC -1 row @ 0-7-4 oc, BC -1 row @ 0-7-4 oc , Webs -1 row @ 1-0-0 oc. 11) When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgude; double the spacing and install half ofthe connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset 12) Lateral bracing shall be attached to each ply. 13)All fastens minimum 2-12" long, unless otherwise noted. 14)Nals in ]stand 2nd ply shall be offsetfrom successive plies by 12 the nail spacing. 15) Listed wind uplift reactions based on MWFRS & C&C loading. 16) Parapet TL: 0.09 in, 2L251(27-1),Allowable2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUC 15 DESIGN NO iESISSUED WITH THIS DESIGN AND AVAIABLEFROMEAGLEUPONREQUEST.DESIGNVALIDONLYWHINEAGLEMETALCONNECTORSAREUSED. TmeBuilde)Tnuss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P-GT Job: mun y Date: 05/09/24 08:43:49 Page: 1 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 24in 1941bs 41-6-1 0 0 M O 0) N 0 1" �l TTTT 2z 2-11-9 2-11-9 2-11-10 2-11-9 I 5-11-2 I 8-10-12 6 0.25 43 - 5x5- 214 2-11-9 11-10-5 2-11-9 2-11-9 14-9-14 I 17-9-7 2-11-10 20-9-1 2-11-9 2-11-9 2-11-9 23-8-10 I 26-8-3 129-7-12 2-11-10 2-11-9 2-11-9 2-11-9 32-7-6 135-6-15 I 38-6-8 I 41-6-1 I 4 - 34 - 6 34 - 4$ - 211 I 5 0 25 - 6 - 554 - 6 I 6z6 - 5ft z5 - 4ft z6 - 6x121 8 - 2z4 I 4z4 - 4z8 - 4z4 - 2z4 I 6x12-018 - 4z6 - 5ft z5 - 6ft z6 - 2x 0-0-0 2-11-9 2-11-9 2-11-10 2-11-9 2-11-9 I 5-11-2 18-10-12 11-10-5 All plates showntobe Eagle 20 unless otherwise noted. 2-11-9 2-11-9 14-9-14 I 17-9-7 2-11-10 20-9-1 2-11-9 2-11-9 2-11-9 23-8-10 I 26-8-3 129-7-12 0-0-0 2-11-10 2-11-9 2-11-9 2-11-9 32-7-6 135-6-15 I 38-6-8 I 41-6-1 I Loading (psf) TCLL : 20 TCDL : 9 BCLL : 0 BCDL : 7 General Bldg Code: CBC2019/ TPI 1-2014 Rep Mbr: Yes Lumber D.O.L.: 125 % CSI TC : 0.58 (6-7) BC : 0.94 (24-25) Web : 0.34 (1-29) Deflection I/ (loc) Allowed VetTL: 1.88in L/258 23 L/240 VetLL: 0.48 in L/999 23 L/360 Horz TL: 0.19 in 16 Reaction JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 30 1 5.5 in 1.50 in 2,8861bs 102 lbs 16 1 5.5 in 1.50 in 2,843 lbs Material TC: DFL SS 2 x 4 BC: DFLSS2x4 Web: DFL #2 2 x 4 except DFL #2 2 x 6: 31-30,32-16 Loads 1) This truss has been designed forthe effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 41-6-1:200 plf. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -16 with the following user defined input 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Cat -gory II, Overall Bldg Dims 25 ftx 60 ft h = 15 ft, End Zone Truss, Both end webs considered DOL = 1.60 3) Minimum storage attic loading has not been applied in accordance with IBC 1607.1 4) In accordance with IBC 1607.1, minimum BCLL's do not apply. 5)A 250 lbs moving/sprinlder point load (distributed over three trusses) has been applied to the BC concurrent with other dead+ live loads. 6) ** - Indicates parapet wind loading has been applied to members 31-1 & 32-15 Load CaseDl: StdDeadLoad Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load TnbWidth Bot 0-0-0 41-6-1 Down Proj 15 psf 15 psf 24in Top 14-6-8 25-7-8 Down Proj 60 psf 60 psf 24in Member Forces Bracing TC: Sheathed orPurlins at 6-3-0, Purlin design by Others. BC: Sheathed orPurlins at 10-0-0, Purlin design by Others. Table indicates: Metnber 1D, nax (SI, max axial fines (max comps: Zrce ifdifkrent flom max axial h 4 Only fi3roes gitaterthan 3001bs ate shown in this table TC 1-2 0.127 -1,722 lbs 5-6 0.482 -5,686 lbs 9-10 0.557 6,350lbs 13-14 0.233 -3,191 lbs 2-3 0.236 -3,2511bs 6-7 0.585 6,4211bs 10-11 0.466 -5,5721bs 14-15 0.125 -1,6991bs 3-4 0.317 -4,356 lbs 7-8 0.457 6,270lbs 11-12 0.404 -5,543 lbs 4-5 0.421 -5,653 lbs 8-9 0.457 6,270lbs 12-13 0.311 -4,280 lbs BC 17-18 0.198 1,698 lbs 21-22 0.902 5,5661bs 25-26 0.936 5,6801bs 18-19 0.401 3,234 lbs 22-23 0.662 6,350 lbs 26-27 0.732 4,354 lbs 19-20 0.706 4,278 lbs 23-24 0.671 6,421 lbs 27-28 0.409 3,250 lbs 20-21 0.902 5,566 lbs 24-25 0.936 5,680 lbs 28-29 0.205 1,785 lbs Web 1-30 0.061 -934 lbs 5-26 0.037 -377 lbs 12-19 0.064 -642 lbs 1-29 0.340 1,9241bs 6-24 0.170 1,0321bs 13-19 0.210 1,1901bs 2-29 0.082 -824 lbs 7-24 0.026 -320 lbs 13-18 0.066 -661 lbs 2-28 0.291 1,6481bs 7-23 0.028 -3181bs 14-18 0.294 1,6661bs 3-28 0.066 -671 lbs 9-22 0.030 -350 lbs 14-17 0.080 -806 lbs 3-27 0.221 1,2481bs 10-22 0.182 1,083 lbs 15-17 0.335 1,8981bs 4-27 0.066 -661 lbs 11-20 0.036 -3661bs 15-16 0.061 -9201bs 4-26 0.281 1,5101bs 12-20 0.270 1,4691bs 0 o) 0 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALi1NGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCIS DESIGN NO 1Fs ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products OMEGAEQUIPMENT PERFORMANCE ENGINEERING 1301 MONTALVO WAY, STE 4 PALM SPRINGS, CA. 92262 760-423-9479 Truss:P-GT Job: moray Date: 05/09/24 08:43:49 Page: 2 of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 41-6-1 0.25/12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 24in 1941bs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engine¢ 2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80). 3) Provide adequate drainage to prevent pond ng. 4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of each web panel point 6)A cieep factor of 1.00 has been applied for this truss analysis. 7) The forces shown for this multi -ply truss are per ply and the reactions are for all plies. Three identical trusses shall bebultand attached as follows, per ply: l6d Nails or Gun Nails [min 0.135"x3"]TC-1 row @ 0-104 oc, BC - 1 row @ 1-0-0 oc , Webs - 1 row @ 1-0-0 oc. 8) When applied loads are on one side ofgirdet do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied loads are on both sides ofgirdet double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset 9) Lateral bracing shallbe attached to each ply. 10)All fasteners minimum 2-12" long, unless otherwise noted 11)Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing. 12) Listed wind upliftreactions based on MWFRS & C&C loading. 13)Parapet TL:0.11 in, 2L/191 (31-1), Allowable 2L/120. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALL INGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METALPRODUCI'S DESIGN NO lab ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TmeBuilde) Truss Software v5.6.412 Eagle Metal Products