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Home My WebLink AboutTRUSS PAPERWORKNumber: Lot Number: Address: l'russ Fabricator: East Coast Truss .ipb Reference: #2244344 - MEL-RY - MORADI Tampa, FL 33610 (913) 972-1135 22443-22444 06/02/2011 Engineering Index Sheet 61 A Professional Engineer's Seal affixed to this Index Sheet Indicates the acceptance of professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Time; Specification Sheets. Determination as to the suitability of these Individual truss components for any strecture is the responsibllty of the Building Designer, as defined in ANSNTPI 1.95, Section 2.2. Permanent files of the original Truss Specification Sheet are maintained by East Coast Truss. Questions regarding this Index Sheet and/or the attached Specification Sheets may be Date Mark Data Mark PLjit i..jA— Date Standard Loading: T.C. Live 20 psf T.C. Dead 15 pa£ H.C. Live 0 Paid! B.C. Dead 5 ps£ Total 40 pa£ ANSI I ASCE 7-D5 Main Wind Force Res. Sys. Wind Speed: 140 -Mean Roof HL: 20 Exposure Category: C Occupancy Factor: 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load: 15.0 BC Dead Load : 6.0 Mark Notes:Referto Individual truss design drawings for special loading conditions. SUANNE® BY 13t: LucieCunty l� } i�t 1r1 to �$y 1� tt1x'f' 1,j J; � VAC EX8 • :V Online Plus'• 0 Copyright MITekO 1996-2011 Version 28.0.006 Job Index Sheet 6=011 10.30:20 AM • �j•p IL `* J #22443-44 - MEL-RY - MORADI Page: 1 22443-22444/ 1 2 SP A01G 3.20 29-07-11 00-00 00-00 4/4 22443-22444/ 1— _1 SP - A02 3-.18 29-10-13 00-00 00-00 4/4 22443-22444/ 1 1 SP A03 3.18 30-01-12 00-00 00-00 4/4� 22443-22444/ 1 1 SP A04 3.18 30-04-11 00-00 00-00 4/4 �- 22443-22444/ 1 1 SP A05 3.18 30-07-09 00-00 00-00 4/4 22443-22444/ 1 1 SP A06 3.20 30-09-14 00-00 00-00 4/4 22443-22444/ 1 1 SP A7 3.20 30-09-14 00-00 00-00 4/4 22443-22444/ 1 1 CAT5 A8 3.20 30-09-14 00-00 00-00 4/4 - �> 22443-22444/ 1 1 SP A9 3.20 30-09-14 00-00 00-00 4/4 22443-22444/ 1 1 SP A10 3.20 30-09-14 00-00 00-00 4/4 22443-22444/ 1 1 SP All 3.20 30-09-15 00-00 00-00 4/4 22443-22444/ 1 1 SP Al2 3.20 30-09-15 00-00 00-00 4/4 — 22443-22444/ 1 2 SP A13 3.20 30-02-08 00-00 00-00 4/4- 22443-22444/ 1 2 SP A14 2.95 29-00-13 00-00 00-00 4/4 — 22443-22444/ 1 1 SP A15 2.95 23-06-00 00-00 00-00 4/4 — 22443-22444/ 1 2 SP A16G 2.95 11-07-15 00-00 00-00 4/4 22443-22444/ ' 2 1 ENDJ -CJ1 3.20 01-00-00 00-00 00-00 4/4 )vl(ve PlmT"O Copyright Miiek®I996-20I1 Vealov 3g.0.0065vmmery Pege llussu Report D.t.06/OMI P.9.1 #22443-44 - MEL-RY - MORADI Page: 2 22443-22444/ • 2 1 MON4 -CJ3 3.20 03-00-00 00-00 00-00 4/4 / 22443-22444/ -2-1 MON4- - -CJ5 3.20 05-00-00 00-00 00-00 4/4 � 22443-22444/ 1 1 MONO -CJ7 3.10 07-02-15 00-00 00-00 4/4 � / j 22443-22444/ / 1 1 MON4 -CJA 3.20 06-11-02 00-00 00-00 4/4 — 22443722444/ 1 1 MON4 -CJB 3.20 05-09-14 00-00 00-00 4/4 � / 22443-22444/ 1 1 MONO -CJC 3.20 04-08-10 00-00 00-00 4/4 � / 22443-22444/ 1 1 MONO -CJD 2.85 04-04-06 00-00 00-00 4/4 � 22443-22444/ 2 1 MONO -CJE 3.20 03-00-00 00-00 00-00 4/4 / 22443-22449/ 1 1 ENDJ -CJF 3.20 03-00-04 00-00 00-00 4/4 / 22443-22444/ / 1 1 ENDJ -CJG 3.20 02-02-01 00-00 00-00 4/4 22443-22444/ 7 1 MONO -EJ7 3.20 07-00-00 00-00 00-00 4/4 / 22443-22444/ 1 1 ENDJ -EJ28 2.95 02-08-09 00-00 00-00 ' 4/4 22443-22444/ 1 1 ENDJ -EJ36 2.95 03-06-11 00-00 00-00 4/4 22443-22444/ 1 1 ENDJ -EJ44 2.95 04-04-14 00-00 00-00 4/4 22443-22444/ 1 1 ENDJ -EJ52 2.95 05-03-01 00-00 00-00 4/4 22443-22444/ 1 1 SP -EJ511 2.95 05-11-06 01-14 00-00 4/4 22443-22444/ 1 1 MON4 -HJ7 2.27 09-10-13 00-00 00-00 4/4 Online Hum 0 Copyright MTe1S 1996-2011 Version 28.0.006 Sommer, Page Treun Report Date(101111 Pnge:2 #22443-44 - MEL-RY - MORADI Page: 3 22443-22444/ 1 2 FLAT FG1 0.00 08-07-15 00-00 00-00 4/4 22443-22444/ ---1 -2- FLAT FG2 0.00 05-00-07 00-00 00-00 4/4 22443-22444/ 1 1 SP FT23 0.00 10-11-11 00-00 00-00 4/4 I 22443-22444/ 1 1 SP FT24 .0.00 10-11-15 00-00 00-00 4/4 22443-22444/ 1 1 SP FT25 0.00 11-00-02 00-00 00-00 4/4 22443-22444/ 1 1 SP FT26 0.00 11-03-00 00-00 00-00 4/4 22443-22444/ 1 1 SP FT27GE 0.00 11-03-00 00-00 00-00 4/4 22443-22444/ 2 1 M100 FL3 0.00 11-11-08 00-00 00-00 2/2 22443-22444/ 7 1 M100 FL4 0.00 13-00-00 00-00 00-00 2/2 22443-22444/ 3 1 M100 FL5 0.00 13-03-08 00-00 00-00 2/2 22443-22444/ 3 1 M100 FL6 0.00 07-10-08 00-00 00-00 2/2 22443FL�9440.00 \\ 1 1 M100 04-04-09 00-00 00-00 2/2 U \I 22443-22444/ 1 1 M100 FLB 0.00 09-09-14 00-00 00-00 2/2 22443-22444/ 1 1 M100 FL9 0.00 13-05-06 00-00 00-00 2/2 22443-22444/ 1 1 M100 FL10 0.00 13-00-09 00-00 00-00 2/2 22443-22444/ 1 1 M100 FL11 0.00 13-03-08 00-00 00-00 2/2 22443-22444/ 1 1 M100 FL12 0.00 13-06-07 00-00 00-00 2/2 Online Nairn 0 Copyright MTek®199&2011 Version 28.0.006 Summary Page Truman Report Date06102/11 Page:] #22443-44 - MEL-RY - MORADI Page: 4 22443-22444/ 1 1 M100 FL13 0.00 10-05-14 00-00 00-00 22443-22444/ - --I—I M100 - FL14 0.00 10-08-12 00-00 00-00 22443-22444/ 3 1 M100 FL15 0.00 10-11-07 00-00 00-00 22443-22444/ 2 1 M100 FL16 0.00 14-02-15 00-00 00-00 22443-22444/ 1 1 M100 FL17 0.00 13-02-03 00-00 00-00 22443-22444/ 1 1 M100 FL18 0.00 09-11-01 00-00 00-00 22443-22444/ 1 1 M100 FL19 0.00 04-09-01 00-00 00-00 22443-22444/ 1 1 M100 FL20 0.00 05-09-12 00-00 00-00 22443-22444/ 3 1 M100 FL21 0.00 10-05-00 00-00 00-00 22443-22444/ 3 1 M100 FL22 0.00 10-05-00 00-00 00-00 2/2 2/2 \\\\✓' �/ 2/2 jjj�j 1'�-�Jjj Online PlmTM 0 Copyright MTe1O 1996-1011 Version 28.0.006 Summary Page'Pweu Report DaleOWVI1 Pege:4 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 AOIG I 1*2P Sp 290711 3.203 0 0 #22443-44 - MEL-RY - MORADI HO 3-14 NO 3-14 TC1 7-0-0 12-2-6 1 6-7-5 1 3_10-0 3.203 Sx8 3.6 2.4 6xe 4x8 H N O C 3.179 - .Sx8" _ -�1.548 .5x6 2-22-55y Q . _.. D Y=6& 46 9xE6 A e I M L J 3x6 3x6 4.8 18G-MTSH-Sx10 2x4 F 7x8 5x8 �1 5x6 0.9926 �- 5.6 IIIIII��111 Cant: I- 0- 0 M �1 _ M Cant:11-15 WII:80II0 W:801 R:2560 R:2488 U:2121 U:2045 BC - - -7-0 1 11-9-126-4- 2-6-4 1-8- 29-7-11 EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale: 0.211" =1' . Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 ttttttttttrtt+t * 2-Ply Truss ttttttttttttttt CSI -Size- ----Lumber---- TC 0.96 2x 4 SP-#1 -- 0.89 2x 4 SP-#2 A -B B -C C -D BC 0.94 2. 4 SP-#2 -- 0.92 2x 4 SP-#1 I -H -- 0.82 2x 4 SP-SS H -G G.-F F -E WB 0.63 2x 4 SP-#3 Brace truss as follows: 0. C. From To TO Cont. '0- 0- 0 29- 7-11 BC Cont. 0- 0- 0 29- 7-11 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- J 2561 2122 U 157 R F 2489 2045 U 175 R at Brg Size Required J 8.0" I.S. F B.I. 1.5" LC# 1 Standard Loading Dur Fctre - Lbr 1.25 Plt 1.25 plf - Dead Live* From To TC V 30 40 0.0' 29.61 BC V 10 0 0.0' 29.6' TO V 38 50 8.01 28.01 BC V 13 0 8.01 28.01 BC V 180 180 7.01 CL-LB TC V 162 162 7.0' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cass(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CHI P Los Axl-CSI-Bnd MiTek® Online Plus- ---------- Top Chords ---------- A -Q 0.23 482 T 0.00 0.23 Q -B 0.57 8298 C 0.47 0.10 B -N 0.83 11029 C 0.64 0.19 N -0 0.89 11943 C 0.69 0.20 O -C 0.83 11943 C 0.69 0.14 C -P 0.75 10903 C 0.63 0.12 P -D 0.60 7244 C 0.42 0.18 D -E 0.96 7083 C 0.08 0.88 --------Bottom Chords --------- * -J 0.20 460 C 0.03 0.17 J -I 0.63 5778 T 0.53 0.10 I -M 0.74 7979 T 0.57 0.17 M -L 0.92 11029 T 0.80 0.12 L -H 0.90 10796 T 0.78 0.12 H -E 0.54 10386 T 0.49 0.05 K -G 0.92 10394 T 0.49 0.33 G -F 0.73 6723 T 0.32 0.41 F -E 0.74 6745 T 0.32 0.42 J -Q 0.63 6167 C Q -I 0.37 2309 T I -B 0.06 461 T 8 -M 0.51 3205 T M -N 0.10 852 C N -L 0.15 970 T L -0 0.07 628 T L -C 0.19 1206 T H -C 0.06 392 T H -P 0.07 456 T K -P 0.06 379 T P -G 0.34 3478 C G -D 0.15 964 T TL Defl -1.44" in L -H L/218 LL Defl -0.58" in L -H L/546 DL Da£1 -0.58" at L L/547 Hz Disp LL DL TL it F 0.14" 0.21" 0.35" Shear // Grain in I -I 0.43 Plates for each ply each face. Plate - MT20 20 Ga, Grose Area Plate - MT8H 18 Ga. Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.43 Q MT20 5.0x 8.0-1.0-0.3 0.92 8 MT20 5.Ox 8.0 Ctr-0.1 0.93 E MT20 4.Ox 6.0 Ctr 0.1 0.97 J MT20 5.Ox 8.0 0.5 Ctr 0.86 I MT20 3.Ox 6.0 0.6-0.1 0.81 M MT20 3.Ox 6.0-0.5 Ctr 0.84 H MT8H S.Ox10.0 Ctr-1.0 0.79 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: MC2007 TPI 2002 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- sD53 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 12 24 0 BC 1 12 24 0 WB 1 8 8 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truas is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 2.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf BC Dead Load 3.0 psf Max comp. force 11943 Lbs Max tens. force 11029 Lbs Connector Plate Fabrication Tolerance =-20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 5 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. IIICAUTIONII! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus^' C Copydght Mtrek®1996-2011 Version 28.0.008 Englneenng -PoNait =1111 10:27:55AM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 A02 1 SP 291013 3.179 0 0 FJ2443-44 - MEL-RY - MORADI NO 3-13 NO 3-14 .1 TCj7-0-9 1 4-2-1 1 9-8-4 1 8-11-144 1.547r Sx6 3x6 5.5 5x8 C L D �3.203 -- -- 3 .179� B 3x12 2-8-11 2x4 M Qj -/tl 4x6 N 5x5 A EP J I H R Sx8 5x8 0.4832 -- Sx8 0 G � 13x4#3x4 5.5 - Cent: 1- 0- 3 7 0.9926 7 Cant:l- 0- 0 W:801 W: 800 R:1164 R:1227 U: 986 U:1041 BC_8_2 _ - q_ _ _ _ _ _ - _ ALL PLATES ARE MT2020, # - PLATE SELECTED IN PLATE MONITOR Scale: 0.204" = 1' Online Plus -- version 28.0.006 RUN DATE: 27-MAY-11 CHI -Size- ----Lumber---- TC 0.71 2X 4 SP-SS -- 0.58 2x 4 SP-#2 B -C C -D D -E BC 0.94 2x 4 SP-#1 -- O.B5 2x 4 SP-#2 A -K K -J J -I WE 0.39 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-10-13 BC Cont. 0- 0- 0 29-10-13 psf-Ld Dead Live TC 15.0. 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 2.25 Plate Duration Factor 1.25 TO Fb-1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- K 1164 987 U 53 R G 1228 1042 U 39 R Jt Beg Size Required x 8.1^ 1.5" Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd __________Top Chords_____-_--- - -N 0.71 3070 C 0.04 0.67 N -B 0.36 3637 C 0.19 0.17 B -C 0.50 3918 C 0.41 0.09 C -L 0.58 3889 C 0.41 0.17 L -D 0.51 3297 C 0.34 0.17 D -M 0.49 3372 C 0.34 0.15 M -E 0.42 1161 C 0.01 0.41 -------- Bottom Chords _______-_ A -K 0.85 2875 T 0.48 0.37 MiTek® Online Plus^ x -J 0.85 2880 T 0.48 0.37 J -I 0.84 3548 T 0.59 0.25 I -H 0.87 4052 T 0.34 0.53 e -0 0.64 2699 T 0.22 0.42 o -G 0.93 1049 T 0.13 0.80 G -E 0.94 1107 T 0.14 0.80 N -J 0.21 672 T J -B 0.04 153 T B -I 0.14 461 T I -C 0.07 259 T I -L 0.10 236 T L -H 0.39 807 C H -D 0.17 537 T H -M 0.18 583 T M -O 0.39 1002 C TL Defl -0.93" in I -H L/340 LL Defl -0.36" in I -H L/886 DL Defl -0.36" at I L/893 Hz Disp LL DL TL it G 0.11" 0.17" 0.28" Shear // Grain in O -G 0.97 Plates for each ply each face. Plate - MT20 20 Ga, Gross Axes Plate - MTBH 20 Ga, Gross Area Jt Type Plt Size K Y JSI A MT20 4.Ox 6.0 Ctr 0.2 0.85 B MT20 S.Ox 8.0 1.0 0.1 0.71 M 14T20 3.Oxl2.0 1.9-0.5 0.78 E MT20 S.Ox 5.0-0.6 0.6 0.43 I MT20 S.Ox 8.0 Ctr-1.0 0.76 H MT20 S.Ox 8.0 1.0-1.0 0.99 G# MT20 3.Ox 4.0-0.1 0.1 0.58 # = Plate Monitor used REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 3918 the Max tens. force 4052 Lbs Connector Plate Fabrication Tolerance = 20% This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,PL 34946 S. Salim Carol, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EH5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET' BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online PNs" 0 Copyright RLTeIis 1996-2011 Vemlon 28.0.008 Engneenn9- Ponmit 6=01 1 10:28:00 AM Pagel Job Mark Quan Type Span pi -HI Left OH Right OH I Engineering 22443-22444 A03 1 1 SP 300112 3.179 0 0 #T2443-44 - MEL-RY - MORADI HO 3-13 HO 3-14 TC� 10-3-0 1108121 7-2-1 1 10-11-15 5.8 Sx5 3x6 3x5 -� 3.179(- 1.548 r-B C P D ----13.203 3.6 3.8 3-3-1 L, M 8-11J 4x6 4.6 - 9-72 _ F 9-7H A K N 6.8 5.8 �0.4832 5x8 0 G ' #316 2x4-0.9926 1- 3x4 #3x6 Cant:l- 0- 3 fl fl Cant:l- 0- 0 W:801 W:800 R:1173 R:1237 U: 994 U:1049 BC 1-8-2 e_9_ _ _ _ _g _8_ I 30-1-12 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.203" = 1' MiTek® Online Plus" Online Plus -- Version 28.0.006 K -N 0.84 2581 T 0.34 0.50 2- 0- 0 wide RUN DATE: 27-MAY-11 N -J 0.74 3481 T 0.28 0.46 will fit between the H.C. J -I 0.80 3387 T 0.36 0.44 and any other member. CHI -Size- ----Lumber---- I -H 0.81 3437 T 0.37 0.44 Design checked for 10 psf non- TC 0.60 2x 4 SP-#2 H -0 0.50 2951 T 0.15 0.35 concurrent LL on BC. BC 0.84 2x 4 SP-#1 0 -G 0.72 1280 T 0.11 0.61 NOTE: USER MODIFIED PLATES -- 0.72 2x 4 SP-SS G -F 0.72 1334 T 0.11 0.61 This design may have plates A -K R -G G -F -------------Webs------------- selected through a plate -- 0.81 2x 4 SP-#2 N -L 0.23 970 C monitor. J -I I -H L -J 0.05 233 T Wind Loads - ANSI / ASCE 7-05 WB 0.42 2x 4 SP-#3 J -B 0.13 429 T Truss is designed as a Main B -I 0.05 277 C Wind -Force Resistance System. Brace truss as follows: I -C 0.07 245 T Wind Speed: 140 mph O.C. From To I -P 0.05 180 T Mean Roof Height: 20-0 TC Cont. 0- 0- 0 30- 1-12 P -H 0.10 356 T Exposure Category: C BC Cont. 0- 0- 0 30- 1-12 H -D 0.15 494 T Occupancy Factor : 1.00 H -M 0.10 323 T Building Type: Enclosed psf-Ld Dead -.'Live M -0 0.42 1801 C Zone location: Exterior TC 15.0 20.0 TO Dead Load 9.0 psf BC 5.0 0.0 TL Defl -0.76" in I -H L/421 BC Dead Load 3.0 psf TC+BC 20.0 20.0 LL Defl -0.30" in I -H L/999 Max comp. force 3506 Lbs Total 40.0 Spacing 24.0" DL Defl -0.30" at I L/999 Max tens. force 3481 Lbs Lumber Duration Factor 1.25 Hz Diap LL DL TL Connector Plate Fabrication Plate Duration Factor 1.25 Jt G 0.10" 0.15" 0.26" Tolerance = 20% - TC E'b=1.15 Fc=1.10 Ft=1.10 Shear // Grain in O -G 0.92 This truss is designed for a BC Fb=1.10 Fr-1.10 F1r1.10 creep factor of 1.5 which Plates for each ply each face. is used to calculate total Total Load Reactions (Lbs) Plate - MT20 20 Ga. Gross Area load deflection. Jt Down Uplift Horiz- Plate - 14TBH 2O Ga, Gross Area FABRICATOR NOTES: K 1174 995 U 64 R Jt Type Plt Size X Y JSI 1. EAST COAST TRUSS G 1237 1049 U 59 R A MT20 4.Ox 6.0 Ctr 0.2 0.77 5285 ST.LUCIE BLVD. L MT20 3.Ox 6.0-1.4-0.6 0.79 FORT PIERCE,FL 34946 Jt Brg Size Required B 14T20 5.Ox 8.0 0.5 0.1 0.68 K 8.1" 1.5" M MT20 3.Ox 8.0 1.8-O.e 0.81 S. Selim Cerci, P.E. G 8.0" 1.5" F MT20 4.Ox 6.0 Ctr 0.1 0.44 5407 Wellcraft Dr. K# MT20 3.Ox 6.0-0.2 0.2 0.84 Greenacres, FL.33463 Plus 6 Wind Load Case(s) I MT20 5.Ox 8.0 Ctr-1.0 0.65 Plus 1 UBC LL Load Case(s) H MT20 5.Ox 8.0 1.0-1.0 0.84 MAURICE A. SHASHOUA, Plus 1 DL Load Case(s) O 14T20 3.Ox 4.0-0.5-0.2 0.91 P.E.#EB5251 6 19554 G# MT20 3.Ox 6.0-0.1 0.2 0.44 1908 NW 112 AVE. • Checked for NonConcurrent 200 CORAL SPRINGS, FL 33071 Lbs Moving Point Load applied # = Plate Monitor used 2. !!!CAUTION!!! READ 'SCSI-B1 at Panel Points and Mid -panel REFER TO ONLINE PLUS GENERAL SUMMARY SHEET" BEFORE - on BC NOTES AND SYMBOLS SHEET FOR HANDLING , INSTALLING 6 ADDITIONAL SPECIFICATIONS. BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd 3. SEE ATTACHED DETAIL SHEET --Top Chords---------- NOTES: FOR: 1-JACK NAILS. A -L 0.59 2708 C 0.27 0.32 Trusses Manufactured by: 2-TBRACE. 3-BEARING BLACK. L -B 0.54 3506 C 0.36 0.18 East Coast Truss B -C 0.41 3355 C 0.36 0.05 Analysis Conforms To: C -P 0.45 3332 C 0.35 0.10 FBC2007 P -D 0.47 3181 C 0.34 0.13 TPI 2002 D -M 0.60 3265 C 0.34 0.26 This truss has been designed M -F 0.45 1391 C 0.01 0.44 for 20.0 psf LL on the B.C. --------Bottom Chords--------- in areas where a rectangle A -K 0.67 2604 T 0.22 0.45 3- 6- 0 tall by ONins Plus"' C CopydgM MI7ek®1996-2011 Vembn 28.0.008 EngineeMg -Portrait 6=011 1028:04 AM Pagel Job Marx Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 A04 1 1 Sp 300411 3.179 0 0 #1'2443-44 - MEL-RY - MORADI HO 3-13 HO 3-13 VC� 13-1-4 1 4-3-5 1 13-0-2 5.6 5x5 B C T 3.179 ----13.203 3x6 3x6 3-9-8 K L 11-7H Sx6 11-7G 5x6 _ _ E A H G J 5x8 5x8 M I #4x6 2x�0. 9926 2x4 F #4x6 Cant:1- 0- 3 fj M Cant:l- 0- 0 W: 801 W:800 R:1215 R:1215 U:1029 U:1028 BC1-B-21 11- -9 1 4-0-7 1 if-9-9 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.201" = P Online Plus -- Version 28.0.006 RUN DATE: 27-MAY-11 CSI -Size- ----Lumber---- TC 0.71 2x 4 SP-SS -- 0.54 2x 4 SP-#2 B -C BC 0.77 2x 4 SP-SS -- 0.65 2x 4 SP-#2 H -G WE 0.41 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 30- 4-11 BC Cont. 0- 0- 0 30- 4-11 ps£-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- I 1216 1030 U 76 R F 1215 1029 U 76 R it Erg Size Required I 8.1" 1.5" F 8.0" 1.5" Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MiTek® Online Plus^ H -G 0.65 3186 T 0.53 0.12 G -M 0.54 3605 T 0.31 0.23 M -F 0.77 3590 T 0.31 0.46 F -E 0.77 3589 T 0.31 0.46 ------------- Webs ------------- J -K 0.04 181 T K -H 0.35 526 C H -B 0.15 475 T B -G 0.07 204 T G -C 0.13 443 T G -L 0.41 538 C M -L 0.04 196 T TL Defl -1.03" in G -M L/316 LL Defl -0.41" in G -M L/781 DL Defl -0.39" at G L/834 Hz Disp LL DL TL it F 0.13" 0.19" 0.32" Shear // Grain in I -K 0.40 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TSH 20 Ga, Gross Area it Type Plt Size X Y JSI A MT20 5.Ox 6.0 1.2 0.7 0.92 B MT20 5.Ox 6.0 0.5 Ctr 0.76 E MT20 S.Ox 6.0-1.2 0.7 0.92 I# M720 4.Ox 6.0 Ctr 0.5 0.94 H MT20 5.Ox 8.0-1.0-1.0 0.78 G MT20 5.Ox 8.0 1.0-1.0 0.78 F# MT20 4.Ox 6.0 Ctr 0.5 0.94 # = Plate Monitor used REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms TO: FBC2007 TPI 2002 This truss has been designed for 20.0 pef LL on the B.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle ----------Top Chords---------- 3- 6- 0 tall by A -K 0.71 3760 C 0.09 0.62 2- 0- 0 wide K -B 0.41 3291 C 0.10 0.31 will fit between the B.C. B -C 0.54 3204 C 0.34 0.20 and any other member. C -L 0.50 3293 C 0.12 0.38 Design checked for 10 psf non- * -E 0.69 3744 C 0.09 0.60 concurrent LL on BC. --------Bottom Chords--------- NOTE: USER MODIFIED PLATES A -L 0.75 3607 T 0.31 0.44 This design may have plates I -J 0.75 3609 T 0.31 0.44 selected through a plate J -H 0.54 3623 T 0.31 0.23 monitor. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 ps£ BC Dead Load 3.0 pelf Max comp. force 3760 Lbs Max tens. force 3623 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAUR ICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3, SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLACK. Online Plus"' ® CopyrightMHeR®199G-2011 Version 26.0.006 Engineering-PoMait GM01110:26:07 AM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 A05 1 1 Sp 300709 3.179 0 0 #22443-44 - MEL-RY - MORADI HO 3-13 NO 3-13 TC] 15-4-6 1 15-3-1 5.6 B 3.179F- 3.6 3x6 T R N 4.6 -13.203 3.6 4-3-14 Q 0 1-1-9F 4x6 4.6 D A F P 6x8 M G 3.6 0.9926 3.6 E 5.8 5x8 Cant: 1- 0- 3 M M Cant: 1- 0- 0 W: 802 W: 800 R:1225 R:1224 U:1037 U:1036 30-7-! ALL PLATES ARE MT2020 Scale: 0.200" = 1' MiTek® Online Plus - Online Plus -- Version 28.0.006 O -D 0.40 1854 C 0.18 0.22 in areas where a rectangle RUN DATE: 31-MAY-11 --------Bottom Chords--------- 3- 6- 0 tall by A -G 0.88 1858 T 0.31 0.57 2- 0- 0 wide - CSI -Size- ----Lumber---- G -P 0.89 3781 T 0.38 0.51 will fit between the B.C. TC 0.62 2x 4 SP-#2 P -F 0.90 3576 T 0.38 0.52 and any other member. BC 0.90 2x 4 SP-#2 F -M 0.90 3627 T 0.39 0.51 Design checked for 10 pef non- WB 0.81 2x 4 SP-#3 M -E 0.86 3672 T 0.37 0.49 concurrent LL on BC. E -D 0.89 1782 T 0.29 0.60 Wind Loads - ANSI / ASCE 7-05 Brace truss as follows: -------------Webs------------- Truss is designed as a Main O.C. From To G -Q 0.81 2041 C Wind -Force Resistance System. TC Cont. 0- 0- 0 30- 7- 9 Q -P 0.05 232 T Wind Speed: 140 mph BC Cont. _0- 0- 0 30- 7- 9 P -R 0.11 346 T Mean Roof Height: 20-0 R -F 0.39 811 C Exposure Category: C psf-Ld Dead .Live F -B 0.36 1136 T Occupancy Factor : 1.00' TO 15.0 20.0 F -N 0.46 852 C Building Type: Enclosed BC 5.0 0.0 N -M 0.09 288 T Zone location: Exterior TC+BC 20.0 20.0 M -0 0.05 159 T TO Dead Load 9.0 psf Total 40.0 Spacing 24.0" 0 -E 0.60 2025 C BC Dead Load 3.0 psf Lumber Duration Factor 1.25 Max comp. force 3791 Lbs Plate Duration Factor 1.25 TL Defl -0.78" in P -F L/419 Max tens. force 3781 Lbs TO Fb=1.15 Fc=1.10 Ft--1.10 LL Defl -0.31" in P -F L/999 Connector Plate Fabrication BC Fb=1.10 FC`1.10 Ft=1.10 DL Defl -0.31" at F L/999 Tolerance = 20% Hz D1sp LL DL TL This truss is designed for a Total Load Reactions (Lbs) Jt E 0.12" 0.181, 0.30" creep factor of 1.5 which Jt Down Uplift Horiz- Shear // Grain in E -E 0.64 - is used to calculate total G 1225 1037 U 89 R load deflection. E 1225 1037 U 89 R Plates for each ply each face. FABRICATOR NOTES: Plate - MT20 20 Ga, Gross Area 1. EAST COAST TRUSS it Brg Size Required Plate - MTBH 18 Ga. Gross Area 5285 ST.LUCIE BLVD. G 8.1^ 1.5., Jt Type Plt Size X Y JSI FORT PIERCE,FL 34946 E 8.0" I.S. A MT20 4.Ox 6.0 Ctr 0.2 0.57 Q MT20 4.Ox 6.0-1.4-0.4 0.87 S. Salim Cerci, P.E. Plus 6 Wind Load Case(s) O MT20 3.Ox 6.0 2.9-0.8 1.00 5407 Wellcraft Dr. Plus 1 UBC LL Load Case(s) D MT20 4.Ox 6.0 Ctr 0.2 0.56 Greenacres, FL.33463 Plus 1 DL Load Case(s) F MT20 6.Ox 8.0 Ctr-0.5 0.70 MAURICE A. SNASHOUA, Checked for NonConcurrent 200 REFER TO ONLINE PLUS GENERAL P.E.#EB5251 6 19554 Lbs Moving Point Load applied NOTES AND SYMBOLS SHEET FOR 1908 NN 112 AVE. • at Panel Points and Mid -panel ADDITIONAL SPECIFICATIONS. CORAL SPRINGS, FL 33071 on BC 2. !!!CAUTION!!! READ 'SCSI-B1 NOTES: SUMMARY SHEET- BEFORE Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: HANDLING , INSTALLING 6 ----------Top Chords---------- East Coast Truss BRACING TRUSSES. A -Q 0.47 1932 C 0.19 0.28 Analysis Conforms To: 3. SEE ATTACHED DETAIL SHEET Q -R 0.59 3791 C 0.40 0.19 FBC2007 FOR: 1-JACK NAILS. R -B 0.49 2886 C 0.30 0.19 TPI 2002 2-TBRACE. 3-BEARING BLOCK. B -N 0.53 2892 C 0.30 0.23 This truss has been designed N -0 0.62 3784 C 0.39 0.23 for 20.0 psf LL on the B.C. Onroo PWs°mCopydghtM7ek®1090-2011Version28.0.W EnBmeering-PoNat6/220111028:09AM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH I Engineering 22443-22444 A06 1 Sp 300914 3.203 0 0 # 2443-44 - MEL-RY - MORADI NO 3-14 NO 3-14 TC1 15-4-9 1 15-5-5 5x5 C B 3.203 r- 3x6 3x6 -�3. 185 T W P 3x6 4-5-2 5xfi S1 Sx6 M 4 1-1-11F 4x6 4.6 A 1 F D L J 6x8 O G 3.6 3x6 E Sx8 5x8 Cant:l- 0- 0 fl fl Cant:l- 0- 0 W: 800 W:800 R: 1232 R:1232 U:1044 U:1044 .. 14 "ALL PLATES ARE MT2020 Scale: 0.198" = 1, Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 CSI -Size- TC 0.59 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 WE 0.82 2x 4 SP-#3 MiTek® Online Plus- -------- Bottom Chords --------- * -G 0.49 467 T 0.07 0.42 G -L 0.75 306E T 0.51 0.24 L -F 0.89 3135 T 0.34 0.55 P -0 0.88 3173 T 0.34 0.54 O -E 0.72 2903 T 0.29 0.43 E -D 0.46 506 C 0.06 0.40 Brace truss as follows: G -M 0.62 2996 C 1 Br O.C. From To M -L 0.05 194 T TC Cont. 0- 0- 0 30- 9-14 L -N 0.08 262 T BC Cont. 0- 0- 0 30- 9-14 N -F 0.31 645 C One Continuous Lateral Brace F -C 0.32 1011 T G -M F -P 0.33 681 C Attach CLB with (2)-10d nails P -O 0.07 246 T at each web. O -Q 0.10 352 T Q -E 0.82 3015 C psf -Id Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Fb=1.15 Fo-1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift„ Horiz- G 1233 1045 U 90 R E 1233 1045 U 89 R Jt Erg Size Required G 8.0" I.S. E 8.0" 1.5" Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Casa(s) Plus 1 DL Load Caae(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lba Axl-CSI-Hnd ----------Top Chords ---------- A -M 0.42 489 C 0.00 0.42 M -N 0.53 3228 C 0.33 0.20 N -C 0.47 2598 C 0.27 0.20 C -P 0.53 2602 C 0.27 0.26 P -SS 0.59 3202 C 0.33 0.26 SS-Q 0.56 3253 C 0.33 0.23 Q -D 0.28 519 T 0.00 0.28 TL Defl -0.64" in L -F L/516 LL Defl -0.25" in L -F L/999 DL Defl -0.25" at F L/999 Hz Disp LL DL TL it E 0.10" 0.15" 0.26" Shear // Grain in G -G 0.47 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - NISH 18 Ga, Gross Area Jt Type Plt Size R Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.43 M MT20 5.Ox 6.0-1.4-0.4 0.88 Q MT20 5.Ox 6.0 1.9-0.5 0.93 D MT20 4.Ox 6.0 Ctr 0.1 0.43 G 14T20 5.0x 8.0 0.5 Ctr 0.86 F MT20 6.Ox 8.0 Ctr-0.5 0.61 E MT20 5.0x 8.0-0.5 Ctr 0.88 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 9.0 psf EC Dead Load 3.0 psf Max comp. force 3253 Lbs Max tens. force 3173 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 190E NW 112 AVE. CORAL SPRINGS, FL 33071 !!!CAUTION!!! READ 'SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus"' ®Copyright MiTeM 199 2011 Version 28.0.006 Engineering-Portalt 61212011 111,28.11 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 A7 1 Sp 300914 3.203 0 0 #22443-44 - MEL-RY - MORADI He3-14 - SO 3-14 TC� 15-4-15 15-4-15 5.5 B T3.203f- 3x6 3x6 - -I - - 3x6 '7 K 3.6 5x6 Sl S2 5.6 4-5-4 I L 1-1-12E 4x6 4x6 A 8 C H 6x8 G F 3.6 1 3x6 D 5x8 5x8 Cant:l- 0- 0 fl rl Cant: 1- 0- 0 W:800 W:800 R:1232 R:1232 U:1044 U:1044 8C 1-8- 1 -8- 1 -8-15 1-8-0 �30 s 14 ALL PLATES ARE MT2020 Scale: 0.198" = 1' MiTek® Online Plus - Online Plus -- Version 28.0.006 --------Bottom Chords--------- RUNDATE: 31-MAY-11 A -F 0.52 488 T 0.08 0.44 F -H 0.75 3068 T 0.51 0.24 CSI -Size- ----Lumber---- H -E 0.88 3138 T 0.34 0.54 TC 0.53 2x 4 SP-#2 E -G 0.88 3138 T 0.34 0.54 BC 0.88 2x 4 SP-#2 G -D 0.75 3068 T 0.51 0.24 WE 0.63 2x 4 SP-#3 D -C 0.52 488 T 0.08 0.44 ------------- Webs ------------- Brace truss as follows: F -I 0.63 2995 C 1 Br O.C. From To I -H 0.05 201 T TC Cont. 0- 0- 0 30- 9-14 H.-J 0.07 248 T BC Cont. 0- 0- 0 30- 9-14 J -E 0.32 651 C One Continuous Lateral Brace E -B 0.32 999 T F -I L -D E -K 0.32 651 C Attach CLB with (2)-10d nails K -G 0.07 248 T at each web. G -L 0.05 201 T L -D 0.63 2995 C 1 Br psf-Ld Dead Live TC 15.0 20.0 TL Defl -0.64" in E -G L/515 BC 5.0 0.0 LL Defl -0.25" in E -G L/999 TC+BC 20.0 20.0 DL Defl-0.251' at E L/999 Total 40.0 Spacing 24.0" Hz Disp LL DL TL Lumber Duration Factor 1.25 Jt D 0.101' 0.15" 0.26" Plate Duration Factor 1.25 Shear // Grain in F -F 0.47 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc-1.10 Ft=1.10 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MT8H 18 Ga, Grose Area Jt Down Uplift Horiz- Jt Type Plt Size K Y JSI F 1233 1045 U 90 R A MT20 4.Ox 6.0 Ctr 0.1 0.43 D 1233 1045 U 90 R I MT20 5.0x 6.0-1.4-0.4 0.88 L MT20 5.0x 6.0 1.4-0.4 0.88 Jt erg Size Required C 14T20 4.Ox 6.0 Ctr 0.1 0.43 F 8.0" 1.5" F MT20 S.Ox 8.0 0.5 Ctr 0.86 D 8.0" 1.5" E MT20 6.Ox 8.0 Ctr-0.5 0.60 D MT20 5.Ox 8.0-0.5 Ctr 0.86 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ONLINE PLUS GENERAL Plus 1 DL Load Case(e) NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 - Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Truss Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2007 ----------Top Chords---------- TPI 2002 A -I 0.42 510 C 0.00 0.42 This truss has been designed I -S1 0.47 3258 C 0.33 0.14 for 20.0 psf LL on the B.C. SS-J 0.53 3215 C 0.33 0.20 in areas where a rectangle J -B 0.47 2594 C 0.27 0.20 3- 6- 0 tall by B -K 0.47 2593 C 0.27 0.20 2- 0- 0 wide K -S2 0.53 3215 C 0.33 0.20 will fit between the B.C. S2-L 0.47 3258 C 0.33 0.14 and any other member. L -C 0.42 510 C 0.00 0.42 Design checked for 10 psf non- Cnfne Plus"' *Copyright MTek®1996-2011 Version 28.0.006 Engineering -PoNad 602011 10:28:13 AM Pagel concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 3258 Lbs Max tens. force 3138 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Joe Nark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443,22444 A8 1 1 CAT5 300914 3.203 0 0 22443-44 - MEL-RY - MORADI SO3-14 No 3-14 TC� 15-4-15 15-4-15 Sx5 H T 3.203 (--3 x6 3.6 3.6 3.6 82 J K Sl 5x6 5x6 4-5-4 I L 1-1-12E 4x6 4.6 A E C N �1 6x8 G F 3.6 3.6 D #5x8 #4x8 Cant:l- 0- 0 ri fl Cant:l- 0- 0 W:800 W:800 R:1232 R:1232 U:1044 U:1044 HC 1-8-0 1 -8-15 3- - 1- - 30-9-14 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.198" = 1' MiTekO Online Plus - Online Plus -- Version 28.0.006 --------Bottom Chords--------- Design checked for 10 psf non - RUN DATE: 31-MAY-11 A -F 0.50 473 T 0.07 0.43 Concurrent LL on BC. F -H 0.75 3077 T 0.51 0.24 NOTE: USER MODIFIED PLATES CHI -Size ------ Lumber---- H -E 0.89 3139 T 0.34 0.55 This design may have plates TC 0.54 2x 4 SP-#2 E -G 0.89 3139 T 0.34 0.55 selected through a plate BC 0.89 2x 4 SP-#2 G -D 0.75 3077 T 0.51 0.24 monitor. WB 0.62 2x 4 SP-#3 D -C 0.50 473 T 0.07 0.43 Wind Loads - ANSI / ASCE 7-05 -------------Webs------------- Truss is designed as a Main Brace truss as follows: F -I 0.62 2995 C 1 Br Wind -Force Resistance System. O.C. From To I -H 0.05 191 T Wind Speed: 140 mph TC Cont. 0- 0- 0 30- 9-14 H -J 0.08 264 T Mean Roof Height: 20-0 BC Cont. 0- 0- 0 30- 9-14 J -E 0.32 647 C Exposure Category: C One Continuous Lateral Brace E -B 0.32 1004 T Occupancy Factor : 1.00 F -I L -D E -K 0.32 647 C Building Type: Enclosed Attach CLB with (2)-10d nails K -G 0.08 264 T Zone location: Exterior at each web. G -L 0.05 191 T TC Dead Load : 9.0 psf L -D 0.62 2995 C 1 Br BC Dead Load : 3.0 psf psf-Ld Dead Live Max comp. force 3240 Lbs TC 15.0 20.0 TL Defl -0.65" in E -G L/511 Max tens. force 3139 Lbs BC 5.0 0.0 LL Defl -0.25" in E -G L/999 Connector Plate Fabrication TC+HC 20.0 20.0 DL Defl -0.25" at E L/999 Tolerance = 20% Total 40.0 Spacing 24.0" Hz Disp LL DL TL This truss is designed for a Lumber Duration Factor 1.25 it D 0.10" 0.15" 0.26" creep factor of 1.5 which Plate Duration Factor 1.25 Shear // Grain in F -F 0.47 is used to calculate total TC Fb=1.15 Fc=1.10 Ft=1.10 load deflection. BC Fb=1.10 Ft 1.10 Ft=1.10 Plates for each ply each face. FABRICATOR NOTES: Plate - MT20 20 Ga, Gross. Area 1. EAST COAST TRUSS Total Load Reactions (Lbs) Plate - 14TBH 20 Ga, Grose Area 5285 ST.LUCIE BLVD. it Down Uplift Horiz- it Type Plt Size K Y JSI FORT PIERCE,FL 34946 F 1233 1045 U 90 R A MT20 4.Ox 6.0 Ctr 0.1 0.43 D 1233 1045 U 90 R I MT20 5.Ox 6.0-1.4-0.4 0.88 S. Salim Cerci, P.E. L MT20 S.Ox 6.0 1.4-0.4 0.88 5407 Wellcraft Dr. it Erg Size Required C MT20 4.Ox 6.0 Ctr 0.1 0.43 Greenacres, FL.33463 F 8.0" 1.5" F# MT20 5.Ox 8.0 1.2 2.9 0.88 D 8.0" 1.5" E MT20 6.0x 8.0 Ctr-0.5 0.60 MAURICE A. SHASHOUA, D# MT20 4.Ox 8.0-2.6 3.0 0.93 P.E.#EB5251 6 19554 Plus 6 Wind Load Case(s) 190E NW 112 AVE. Plus 1 UBC LL Load Cane(s) # = Plate Monitor used CORAL SPRINGS, FL 33071 Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL 2. I!!CAUTION!!I READ "SCSI-B1 NOTES AND SYMBOLS SHEET FOR SUMMARY SHEET" BEFORE Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. HANDLING , INSTALLING 6 Lbs Moving Point Load applied BRACING TRUSSES. at Panel Points and Mid -panel NOTES: 3. SEE ATTACHED DETAIL SHEET • on BC Trusses Manufactured by: FOR: 1-3ACK NAILS. East Coast Truss 2-TBRACE. 3-HEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2007 A -I 0.43 495 C 0.00 0.43 TPI 2002 I -S2 0.48 3240 C 0.33 0.15 This truss has been designed S2-J 0.54 3197 C 0.34 0.20 for 20.0 pef LL on the B.C. J -E 0.47 2598 C 0.27 0.20 in areas where a rectangle e -K 0.47 2598 C 0.27 0.20 3- 6- 0 tall by K -S1 0.54 3197 C 0.34 0.20 2- 0- 0 wide S1-L 0.46 3240 C 0.33 0.15 will fit between the B.C. L -C 0.43 495 C 0.00 0.43 and any other member. Online Plus- 0 Copyright MITek®1996-2011 Verelon 28.0.006 Engineering -Portrait 6=011 10:28:15 AM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 A9 1 1 SP 300914 3.203 0 0 ,#22443-44 - MEL-RY - MORADI BO 3-14 SO 3-14 TC�12-8-6 1 3-10-14 1 14-2-10 5.6 5.8 C T 3.203F- 1.25-B -�3.203 5.8 5.6 4-1-7 L M 1-0-14G 1-1-6F 4x6 4.6 A -J 1 J G F 5x5 1 D K 3x6 6.6 _ 0.3903 1 R 2.4 3.6 E 55.8 5.8 Cant:l- 0- 0 rl M Cant:l- 0- 0 W:800 W:800 R:1232 R:1232 U:1044 U:1044 BC -0 1 N -4-911-8-01 0 n 0 ag 30-9-14 ALL PLATES ARE MT2020 Scale: 0.198" = 1' Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 CSI -Size- ----Lumber---- TC 0.70 2x 4 SP-#2 BC 0.91 2x 4 SP-#2 WE 0.67 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 30- 9-14 HC Cont. 0- 0- 0 30- 9-14 One Continuous Lateral Brace H -L M -E Attach CLB with (2)-10d nails at each web. psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lba) it Down Uplift Horiz- H 1233 1045 U 83 R E 1233 1045 U 74-R Jt Erg Size Required H 8.0" 1.5" E 8.0" 1.5" Plus 6 Wind Load Case(s) Plus 1 UEC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConourrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- * -L 0.53 512 C 0.00 0.53 L -B 0.57 3031 C 0.32 0.25 B -C 0.39 2899 C 0.31 0.08 C -M 0.70 3390 C 0.37 0.33 M -D 0.63 603 C 0.00 0.63 --------Bottom Chords --------- A -H 0.48 491 T 0.08 0.40 MiTeke Online Plus- * -K 0.89 3210 T 0.53 0.36 K -J 0.81 3217 T 0.36 0.45 J -G 0.63 2926 T 0.31 0.32 G -F 0.52 2780 T 0.46 0.06 F -I 0.87 2684 T 0.29 0.58 I -E 0.91 3283 T 0.55 0.36 E -D 0.54 B78 T 0.09 0.45 H -L 0.60 2900 C 1 Br K -L 0.06 205 T L -J 0.29 447 C J -B 0.11 343 T B -G 0.04 212 C G -C 0.07 246 T F -C 0.15 480 T C -I 0.62 704 T I -M 0.08 325 T M -E 0.67 2873 C 1 Br TL Defl -0.70" in F -I L/472 LL Defl -0.27" in F -I L/999 DL Defl -0.26" at F L/999 Hz Disp LL DL TL it E 0.11" 0.16" 0.26" Shear // Grain in E -E 0.64 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTSH 18 Ga. Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.43 L MT20 5.Ox 8.0-0.5-0.1 0.83 B MT20 5.Ox 8.0 0.5 0.1 0.49 C Mr20 5.0x 6.0-0.3-0.4 0.86 M MT20 5.Ox 6.0 1.5-0.4 0.85 D MT20 4.Ox 6.0 Ctr 0.1 0.43 J MT20 3.Ox 6.0-1.1-0.1 0.39 F MT20 5.Ox 5.0 Ctr-0.9 0.84 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007- TPI 2002 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf RC Dead Load 3.0 pef Max comp. force 3390 Lbs Max tens, force 3283 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 4 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus"'CCopoght MTekOl9 2011Version28.0.006 Engineering-PoWk 6nn01110:28:18AM Pagel Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering 22443-22444 A10 1 1 SP 300914 3.203 0 0 ##?2443-44 - MEL-RY - MORADI HO 3-14 NO 3-14 TC, 12-10-12 1 8-3-0 9-8-2 Sx5 g 3.6 _T_ 3.203� Sx16 M �1.25 Sx8 C �3.203 3-9-3 L 5x6 N 1-0-1G 4x6 46 9-13F A G F D g x 3.6 5x6 0.3903 - 6.6 3.6 g 6x6 2x4J 1 1� 3x8 Cant:l- 0- 0 M fl Cant: 1- 0- 0 W:800 W:800 R:1232 R:1232 U:1044 U:1044 HC - - -0- 5-7-7 9- -1 - - v 3 o 14 All. PLATES ARE MT2020 Scale: 0.198" = 1' MiTek® Online Plus - Online Plus -- Version 28.0.006 K -J 0.79 3257 T 0.54 0.25 RUN DATE: 31-MAY-11 J -G 0.62 2638 T 0.31 0.31 G -F 0.75 3422 T 0.37 0.38 CSI -Size- ----Lumber---- F -I 0.67 3205 T 0.33 0.34 TC 0.62 2x 4 SP-#2 I -E 0.79 2964 T 0.30 0.49 BC 0.98 2x 4 SP-#2 E -D 0.55 509 T 0.08 0.47 WE 1.00 2x 4 SP-#3 ------------- Webs ------------- H -L 0.55 2678 C 1 Br Brace truss as follows: K -L 0.07 235 T O.C. From To L -J 0.06 258 T TC Cont. 0- 0- 0 30- 9-14 J -B 0.14 456 T BC Cont. 0- 0- 0 30- 9-14 B -G 0.20 637 T One Continuous Lateral Brace. G -M 0.11 396 C H -L M -F 0.05 174 T Attach CLS with (2)-10d nails F -C 0.11 361 T at each web. I -C 0.06 216 T I -N 0.09 335 T psf-Ld Dead Live N -E 1.00 2953 C TC 15.0 20.0 BC 5.0 0.0 TL Defl -0.70" in G -F L/470 TC+BC 20.0 20.0 LL De£1 -0.28" in J -G L/999 Total 40.0 Spacing 24.0" DL Defl -0.28" at G L/999 Lumber Duration Factor 1.25 Hz Disp LL DL TL Plate Duration Factor 1.25 Jt E 0.11" 0.16" 0.27" TC Fb=1.15 Fc=1.10 Ft=1.10 Shear // Grain in H -H 0.63 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. Total Load Reactions (Lbs) Plate - MT20 20 Ca, Gross Area Jt Down Uplift Soria- Plate - MT8H 18 Gar Gross Area H 1233 1045 U 55 R Jt Type Plt Size X Y JSI E 1233 1045 U 75 R A MT20 4.Ox 6.0 Ctr 0.1 0.43 L MT20 S.Ox16.0-1.9-0.5 0.75 Jt Erg Size Required C MT20 S.Ox 8.0-0.5 0.1 0.52 H 8.0" 1.5" N MT20 5.Ox 6.0 1.9-0.5 0.93 E 8.0" 1.5" D MT20 4.Ox 6.0 Ctr 0.1 0.43 H MT20 6.Ox 6.0 0.5 Ctr 0.93 Plus 6 Wind Load Case(s) G MT20 5.0x 6.0 Ctr-0.9 0.87 Plus 1 UBC LL Load Case(s) I MT20 3.Ox 6.0 1.1-0.1 0.39 Plus 1 DL Load Case(s) E MT20 S.Ox 8.0-0.5 Ctr 0.88 Checked for NonConcurrent 200 REFER TO ONLINE PLUS GENERAL Lbs Moving Point Load applied NOTES AND SYMBOLS SHEET FOR at Panel Points and Mid -panel ADDITIONAL SPECIFICATIONS. on HC NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Truss A -L 0.56 631 C 0.00 0.56 Analysis Conforms To: L -B 0.62 3209 C 0.34 0.28 FBc2007 B -M 0.46 3092 C 0.33 0.13 TPI 2002 M -C 0.47 3406 C 0.36 0.11 This truss has been designed C -N 0.49 3301 C 0.34 0.15 for 20.0 psf LL on the B.C. N -D 0.38 533 C 0.00 0.38 in areas where a rectangle --------Bottom Chords--------- 3- 6- 0 tall by A -H 0.56 604 T 0.20 0.46 2- 0- 0 wide H -K 0.98 3133 T 0.52 0.46 will fit between the H.C. Online Phis^ C Ccpoght MRek®1996-2011 Version 28.0.008 Engineering -Pomeit 6=01110:2&n AM Pagel and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf BC Dead Load 3.0 psf Max comp. force 3406 Lbs Max tens. force 3422 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EH5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 !!!CAUTION!!! HEAD "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443,22444 All 1 I SP 300915 3.203 0 0 # 2443-44 - MEL-RY - MORADI SO 3-14 BO 3-14 TC11-6-14 1 12-7-2 1 6-7-15 5.5 3.203(- B 3x6 Sx6 I �1.25 6x6 3-4-15 K C �3.203 30-11G 4.6 4x6 6-13F A G. D -L $ 5x16 0.3903 - 6.8 E 5x8 -0.9999 1i 6x6 Cant:l- 0- 0 M M Cant:l- 0- 0 W:800 W:900 R:1233 R:1233 U:1044 U:1044 BC - _ _ _ _ _ _ _ 4 - _ TALI. 30-9-15 Da PLATES ARE M2020 Scale: 0.198" = 1' MiTekO Online Plus - Online Plus -- Version 28.0.006 L -C 0.79 3832 C 0.39 0.40 RUN DATE: 31-MAY-11 C -D 0.87 1270 C 0.00 0.87 --------Bottom Chords--------- CSI -Size- ----Lumber---- A -H 0.88 817 T 0.13 0.75 TC 0.87 2x 4 SP-#1 H -G 0.86 3163 T 0.25 0.61 -- 0.79 2x 4 SP-#2 G -F 0.65 4133 T 0.22 0.43 A -B B -C F -E 0.91 3313 T 0.43 0.48 BC 0.91 2x 4 SP-#1 E -D 0.78 1188 T 0.16 0.62 -- 0.88 2x 4 SP-#2 ------------- Webs ------------- A -H E -D H -K 0.68 2963 C 1 Br -- 0.65 2x 4 SP-SS K -G 0.10 321 T G -F B -G 0.25 780 T WB 0.68 2x 4 SP-#3 G -L 0.55 875 T L -F 0.16 460 T Brace truss as follows: F -C 0.18 633 T O.C. From To C -E 0.46 2219 C 1 Br TC Cont. .0- 0- 0 30- 9-15 BC Cont. 0- 0- 0 30- 9-15 TL Defl -1.06" in G -F L/311 One Continuous Lateral Brace LL Defl -0.41" in G -F L/805 H -K C -E DL Defl -0.34" at F L/965 Attach CLE with (2)-10d nails Hz Diap LL DL TL at each web. it E 0.12" 0.18" 0.30" Shear // Grain in E -E 0.98 psf-Ld Dead Live TC 15.0 20.0 Plates for each ply each face. BC 5.0 0.0 Plate - MT20 20 Ga, Gross Area TC+BC 20.0 20.0 Plate - 14TBH 18 Ga. Gross Area Total 40.0 Spacing 24.0" Jt Type Plt Size X Y JSI Lumber Duration Factor 1.25 A MT20 4.Ox 6.0 Ctr 0.1 0.43 Plate Duration Factor 1.25 K MT20 5.0x 6.0-1.9-0.5 0.94 TO Fb-1.15 Fc=1.10 Ft=1.10 D MT20 4.Ox 6.0 Ctr 0.1 0.43 BC Fb=1.10 Fc=1.10 Ft=1.10 R MT20 5.Ox 8.0 0.5 Ctr 0.93 G MT20 5.Oxl6.0-1.0-0.7 0.71 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL H 1233 1045 U 37 R NOTES AND SYMBOLS SHEET FOR E 1233 1045 U 71 R ADDITIONAL SPECIFICATIONS. Jt Erg Size Required NOTES: H 8.0" 1.5" Trusses Manufactured by: E 8.0" 1.5" East Coast Truss Analysis Conforms To: Plus 6 Wind Load Cases) FBC2007 Plus 1 UBC LL Load Case(s) TPI 2002 Plus 1 DL Load Case(s) This trues has been designed for 20.0 pef LL on the B.C. Checked for NonConcurrent 200 in areas where a rectangle Lbs Moving Point Load applied 3- 6- 0 tall by at Panel Points and Mid -panel 2- 0- 0 wide on BC will fit between the B.C. and any other member. Menbr CHI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. A -K 0.47 B48 C 0.00 0.47 Wind Loads - ANSI / ASCE 7-05 K -B 0.51 3118 C 0.32 0.19 Truss is designed as a Main e -L 0.59 3301 C 0.34 0.25 Wind -Force Resistance System. Odin Plus' C Copyngm 6kTek®1998-2011 Vemion 28.0. 0 EngineeMg -Portrait BWOl l 1029:24 AM Pagel Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf BC Dead.Load 3.0 pef Max comp. force 3832 Lbs Max tens. force 4133 Lbs Connector Plate Fabrication Tolerance = 209: This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellora£t Dr. Greanacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 111CAUTION111 READ ^SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 Al2 1 1 SP 300915 3.203 0 0 #22443-44 - MEL-RY - MORADI NO 3-14 HO 3-14 Tel 10-3-0 1 16-11-4 1 3-7-11 5.5 3.203F_ B 3.6 -r 5x6 M 4x6 3.6 L SI N �1.25 6x8---13.203 3-0-11 C 9-6G 4x6 _ 4x6 3-13F A D .J_ H G K 5x5 J F I f' 3.6 9998 0.3903 -3x6 7x0 1 ` 2x4 5x5 r55.8 Cant:1- 0- 0 n I Cant: 1- 0- 0 W: 800 W:800 R:1233 R:1233 U:1045 U:1044 BC _3 _ 0 1 9-4-104_ _ 1 1 3-9-10_8_ 30-9-15 ALL PLATES ARE MT2020 MSTek0 Online Plus. Online Plus -- version 28.0.006 --------Bottom Chords--------- RUNDATE: 31-MAY-11 A -H 0.39 407 C 0.06 0.33 H -K 0.77 3077 T 0.51 0.26 CSI -Size- ----Lumber---- K -G 0.85 3055 T 0.51 0.34 TC 0.76 2x 4 SP-#2 G -J 0.92 4827 T 0.93 0.29 Be 0.92 2x 4 SP-#1 J -F 0.91 5136 T 0.42 0.49 -- 0.85 2x 4 SP-#2 F -I 0.49 2253 T 0.29 0.20 A -H H -G E -D I -E 0.85 2216 T 0.29 0.56 WB 0.64 2x 4 SP-#3 E -D 0.84 869 T 0.14 0.70 _____________Webs_____________ Brace truss as follows: H -L 0.61 2999 C 1 Br O.C. From' To L -K 0.03 123 T TC Cont. 0- 0- 0 30- 9-15 K -B 0.10 316 T Be Cont. 0- 0- 0 30- 9-15 B -G 0.30 936 T One Continuous Lateral Brace G -M 0.64 1341 C H -L M -J 0.12 380 T Attach CLB with (2)-10d nails J -N 0.09 367 T at each web. N -F 0.48 1276 C F -C 0.56 1749 T psf-Ld Dead Live I -C 0.05 280 C TC 15.0 20.0 C -E 0.31 1451 C Be 5.0 0.0 TC+BC 20.0 20.0 TL Defl -1.28" in J -F L/257 Total 40.0 Spacing 24.0" LL Defl -0.51" in J -F L/641 Lumber Duration Factor 1.25 DL De£1 -0.51" at J L/645 Plate Duration Factor 1.25 Hz Disp LL DL TL TC Fb=1.15 Fc:�1.10 Ft=1.10 Jt E 0.14" 0.21" 0.34" Be E2>=1.10 Fc=1.10 Ft=1.10 Shear // Grain in E -E 0.86 Total Load Reactions (Lbs) Plates for each ply each face. Jt Down Uplift Horiz- Plate - MT20 20 Ga. Gross Area H 1233 1045 U 18 R Plate - MT8H 18 Ga, Gross Area E 1233 1045 U 66 R Jt Type Plt Size K Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.43 Jt Brg Size Required L MT20 5.Ox 6.0-0.5-0.1 0.91 H 8.0" 1.5" S1 MT20 4.Ox 6.0 Ctr-0.2 0.96 E 8.0" 1.5" N mT20 3.Ox 6.0 2.0-0.4 0.88 C MT20 6.Ox 8.0-1.9-0.7 0.84 Plus 6 Wind Load Case(s) D MT20 4.Ox 6.0 Ctr 0.1 0.43 Plus 1 UBC LL Load Case(e) H MT20 S.Ox 8.0 0.5 Ctr 0.84 Plus 1 DL Load Case(s) G MT20 5.Ox 8.0 Ctr-0.9 0.94 Checked for NonConcurrent 200 REFER TO ONLINE PLUS GENERAL Lbs Moving Point Load applied NOTES AND SYMBOLS SHEET FOR at Panel Points and Mid -panel ADDITIONAL SPECIFICATIONS. . on Be NOTES: Membr CSI P Lbe Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Truss A -L 0.40 415 T 0.00 0.40 Analysis Conforms To: L -B 0.51 3196 C 0.34 0.17 FBC2007 B -M 0.59 3340 C 0.37 0.22 TPI 2002 M -S1 0.76 4987 C 0.28 0.48 This trues has been designed SI-N 0.64 5007 C 0.51 0.13 for 20.0 psf LL on the B.C. N -C 0.73 3943 C 0.40 0.33 in areas where a rectangle C -D 0.69 965 C 0.00 0.69 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on Be. Wind Loads = ANSI / ASCE 7-05 Trues is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf Be Dead Load : 3.0 pef Max comp. force 5007 the Max tens. force 5136 the Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 111CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLACK. Online Plus- O Copyrighl MTekO ISW2011 Version 28.0.006 Engineering-Pomail 602011 10:28:28 AM Pagel Job Mart Qum Type Span P1-H1 Left OH Right OR Engineering 22443-22444 A. 1*2P SP 30020B 3.203 0 0 T4092723 #22443-44 - MEL-RY - MORADI HO 3-14 HO 5-14 m 0 N 0 TC #-8-01 4-11-11 I 8-11-2 I 14-3-0 I 19-6-13 122-6-1 I 28-4-9 0 I to j . 5x5 = 3.203 E:::- B. 3x6= 3x6= - 3x6- N 3x6=31 3x6= 2-8-7 M O go_I 5x6 = 4x6= T 8-1G A C 12F/ t - L G E 82 .'oo.a J 4 R .3x6= 5x10= 3x6= 4x6= 3x6= F IF2z411 #6x8 5x5 = 0.9996 1 = Cant:l- 0- 0 M M Cant: 9- 1 W:800 W:308 R:1241 R:1174 D:1053 D: 943 ta_ _ _ _ _ _ _ _ _ _ _ _ _ _ m m ri O N a O O m o N m ra 30-2_8 .. ALL PLATES ARE MT2020, # = PLATE BEI.ECTED IN PLATE MONITOR Bcale:0205'=1' MiTebb Online Plus- APPROX. TRUSS WEIGHT: 161.2 LBS Online Plus -- Version 28.D.011 G -N 0.69 5608 T 0.47 0.22 RUN DATE: 01-JUS-31 E -S2 0.72 7251 T 0.60 0.12 S2-J 0.55 7250 T 0.47 0.08 + 2-Ply Tres. • J -Q 0.88 6119 T 0.40 0.48 ' +++++++++++++++ Q -F 0.88 6106 T 0.40 0.48 F -9 0.74 6086 T 0.26 0.48 CBI -Size- ----Lumber---- U -T 0.74 6183 T 0.26 0.48 TC 0.86 2a 4 SP-#1 ____________Webs_____________ -- 0.48 2z 4 SP-#2 H -M 0.30 2939 C A -B B -S1 H -L 0.02 193 T BC 0.88 2z 4 SP-#1 L -E O.D2 219 C -- 0.72 2z 4 SP-#2 B -G 0.19 1190 T A -H H -G G -S2 G -N 0.20 1793 C -- 0.74 2z 4 SP-08 E -N 0.04 311 T F -T A -0 0.21 1662 C We 0.30 2z 4 SP-0 J -O OAT 133 T J -R 0.18 1165 T Brace true. as £allows: Q -R 0.04 352 T O.C. From, To ' TO Cont. 0- 0- 0 30- 2- 0 TL Def1 -1.48" in J -Q L/223 DC Coat. 0- 0- 0 30- 2- 8 LL Defl -0.59" in J -Q L/556 LL Cant 0.01- in U -C L/689 p.f-Ld Dead Liva DL Defl -0.59" at J L/560 TC 15.0 20.0 Ez Disp LL DL TL HC 5.0 0.0 it U 0.30" 0.14" 0.24" TC+BC 20.0 20.0 Shear // Grain in F -U 1.00 Total 40.0 Spacing 24.0• Lumber Duration Factor 1.25 Plates for each ply each fare. Plate Duratio. Factor 1.25 Plate - =20 20 Gs, Grose Area TO Fb=1.15 Faml.10 Ft 1.10 Plate - =89 20 G., Gross Area BC Fbal.10 Fo•1.10 Fb1.10 it Type' Plt Size E Y MI A Ff120 4.Ox 6.0 Ctz 0.1 0.43 Total Load Reactionn (Lb.) M =20 3.0. 6.0-1.1-0.3 0.70 it Dom uplift Horiz- T M72D S.Ox 6.0-3.2 0.3 0.90 H 1241 1053 U 13 R G =20 S.Ox10.0 1.0-0.9 0.72 U 1175 943 U 53 R E =20 3.Ox 6.0 1.2 Ctr 0.41 82 W20 4.0. 5.0 Ctz 0.2 0.9D it Br, Size Required F# =0 6.Ox 8.0 0.1 1.3 0.60 B 8.0" I.S. U 3.5" 3.5" # a Plate Monitor used REVIEWED BY: Plan 6 Wind Load Con. (a) HiT'ek Industries, Inc. Plus 1 UBC LL Load Came (m) 6904 Parke East Blvd. Plus 1 DL Load Came (a) Temps, FL 33610 Checked for NonConcurxmt 200 REFER TO ONLINE PLUS GENERAL Lb. Moving Point Load applied NOTES AND SYMBOLS SHEET FOR at P.nel Pointe sad Mid -panel ADDITIONAL SPECISICATI0H9. on HC MISS: Much. CSI P Lee Axl-CSI-Bnd Traces. Xma f.ctured by: -Top Chords---------- Beet Coast Trues A -M 0.16 467 T 0.00 0.16 Analysis C..forms To: M -B 0.23 3096 C 0.16 0.07 FBC2007 e -H 0.29 3979 C 0.20 0.09 TPI 2002 N -0 D.41 5631 C 0.29 0.12 0 -S1 0.48 7263 C 0.38 0.10 S1-R 0.47 7274 C 0.3D 0.17 R -T 0.86 6164 C 0.06 DAD ---Bottom Chords--------- * -N 0.16 457 C 0.02 0.14 e -L 0.36 2919 T 0.24 0.12 L -G 0.40 3182 T 0.26 0.14 2 COMPLSTE TRDSSES BEQDIRRS. Fasten together in staggered pattern. (1/2" bolts -OR- MS3 ..rare -OR- 10d nails as each layer is applied.) ____spacing (Me)____ Rove Naila Bassin Bolts TC 1 12 24 0 BC 1 12 24 0 WB 1, 8 8 This trams has been designed for 20.0 pef LL on the B.C. in areas .hare a rectangle 3- 6- 0 tall by 2- 0- 0 .id. Will fit between the B.C. and say other ,ember. Design checked for 10 p.f emn- Concurrent LL an W. N01E: USER FDDIFIED PLATES This design may have plates .slanted through a plate monitor. Wind Leads - ANSI / ASCE 7-05 Trans is designed a. a Main Wiad-Force Resistance System. Wind Speed: 140 mph Mean Reef Refight: 20-0 Exposure Category: C Occupancy Facts. : 1.00 Building Type: Enclosed Eon. location: Exterior TC Dead Load 9.0 p.f BC Dead Load 3.0 p.f Mmm Camp. fore. 7274 Lb. Max tons. force MEb1 Comments., C.ants. Plata Ha023.atiom creep xae.�o L:s�.Baacma • "%�I i is usedg,Y.`ae lead de6`3•ee pn. 93 380 •'�'y FL Cert. 6634 June 1,2011 Job Mack Ql1BN Type Span P1-H1 Left OR Right OH Rmo-e-mg 22443-22444 Z 1+zP SP 290013 2.949 0 0 ra#vz�za #22443-44 - MEL-RY - MORADI NO 3-13 SO 3-11 n m rl M V O O O TO 4-3-14 1 11-0-2 1 14-10-2 1 19-5-12 1 24-6-0 r• m 1 27-3-3 fY 6x6= Q3.203 3x4= 4x6= 3x6= E I T S3 3x6= D 2-4-3 4x6 = 1.25 C ^" //1 I " 4x6= p #4x6 = M �lH 2-g4}y 1.25 6-12L rl _ _ N m 2x411 3x6= 5x5=3x4= J 4x4 = Cent:1- 1-11 W. W:600 W:6 0 R:1069 R:1545R: 178 U: 801 D:1287U: 246 SO _ _ _ _ _ _4 1 14-4-3 1m - - n 1 of m r4 m m rNl N N N - 29-0-13 ALL PLATES ARE MT2020, # = PLATE SELECTED IM PLATE MONITOR Scale: 0.211'=1' HSTekO online Plus- APPROX. TRUSS WEIGHT; 153.1 IRS Canon Plus -- Version 28.0.011 E -F 0.40 2147 C 0.00 0.40 RUN DATE: 01-JCN-11 F -B 0.30 1553 T 0.13 0.17 ++r•oa+a••a+•+ 9 -I 0.22 2503 T 0.12 0.10 • 2-Ply Truax + --- __-__Becton Chords_________ •++++++++•+++++' B -N 0.66 6009 T 0.50 0.16 N -H 0.63 6008 T 0.50 0.13 CSI -size- ----Lumber---- M -L 0.39 4476 T 0.37 0.22 TO 1.00 2. 6 SP-#2 L -x 0.43 2058 T 0.17 0.26 -- 0.40 2z 4 SP-42 E -J 0.40 310 T 0.02 0.38 E -F F -H H -I J -I 0.47 1547 C 0.00 0.47 HC 0.66 2z 4 SP-12 ------ _----- Wake _____________ WB 0.27 2z 4 SP-#3 H -C 0.01 251 T 0.15 1557 C Br... [rase on follore: M -D 0.04 288 T O.C. From To D -L 0.18 2839 C TO Cont. -2-11- 4 24- 8-10 L -E 0.14 900 T HC Cont. -2-11- 4 24- 8-10 E -E 0.02 153 T E -F 0.27 1733 T pef-Ld Dead Live F -J 0.23 2153 C TO 10.0 5.0 20.0 HC 5.0 TL Defl -0.98" in B -H L/295 TC+SC 20.0 20.0 LL Defl -0.39" in B -N L/740 Total 40.0 Spacing 24.0" DL ➢on -0.39" at N L/735 Lumber Duration Factor 1.25 Hz Drop LL DL m Plate Duration Factor 1.25 Jt A 0.06" 0.09" 0.15" TC Fb-1.15 Pc-1.10 F 1.10 Shear // Grain in A -H 0.3B HC SD=1.30 re-1.30 F 1.10 Plates for each ply each face. Total Load Reactions (Lbs) Plate - MT20 20 Go, Gros. Area Jt Dorn Uplift Horie- Plate - MOB 20 Go, Grose Area A 2069 802 U 49 R Jt Type Plt Size E y JSI J 1545 =87 V C MT20 3.0z 6.D 1.1 0.1 0.39 I 179 247 G 23 R E =20 6.Ox 6.0 Ctr-0.2 0.46 G w Gravity Uplift H# MT20 4.0z 4.0 Ctr-2.5 0.40 M =20 3.0. 6.0-1.2 Ctr 0.37 Jt Brg Sire Required L M20 5.Ox 5.0-0.5-0.9 0.82 A 16.9"-51•-to- -34" E HT20 3.0z 4.0 1.6-0.1 0.76 J B.O. I.S. I 6.0" 1.5" # s Plato Monitor need REVIEWED BY: LC# 1 Standard Loading HiTek Induatriee, Iou. Der Fetze - Lbr 1.25 Ph 1.25 6904 Parka Suet Blvd. . plf - Used Live+ Prom To Tampa, FL 33610 TO v 30 40 -4.41 24.71 SC v 10 0 0.01 24.7' REFER TO ONLINE PLUS GTHI AL TO v 20 0 -4.4' 0.0' NOTES AND SDKBOLS SHEM POR AODITICNAL SPEDISICATIONS. Plua 6 Wind Load Came (a) Plus 1 UBC LL Lood Casa (e) NOTES: Pluo 1 DL Load Oman to) ?.a... Manufeetured by: East Count Truea Mocked for NonConcurrent 200 - Analyela Caere. To: Lb. Moving Point Load applied MC2007 at Panel Pointe and Hid -penal TPI 20D2 on SC 2 COMPLETE TRUSSES REQUIRED. Fenton together in ataw ... d Membr CSI P Lbs Aml-CSI-Bnd pattern. (1/2" bolts -OR- ----------Top Chortle---------- SDS3 acrava -DR- led nail. A -A 0.03 6 T O.OD 0.03 an each layer is applied.) A -B 1.00 83 C 0.00 1.00 ----Spacing (In)---- H -S1 0.42 6037 C 0.22 0.20 Rors Nail. S..a Suite 91-C 0.35 6016 C 0.22 0.13 TC 1 12 24 0 C -D 0.27 4490 C 0.17 0.10 BC 1 12 24 0 D -E 0.18 2672 C 0.10 0.08 WB 1 B 8 nw.. Avp efw"cW YRW, W' Lfa„ V�•M. 9P nM, GM.wF". 4+"Y u,nIM1 Nl"R WI Cw, This truce ban been designed for 20.0 psf LL . the B.C. In are. there . rectangle 3- 6- 0 tell by 2- 0- 0 ride ill fit betze. the B.C. and 'any other member. Deelgn chocked for 10 psf non - concurrent LL on W. NDTH: USSR NODIFiED PLATES Th1S doelgn may have Platte Selected through a plate mmn.tor. Wind Load. - ANSI / ASCE 7-05 Trv.e Ss designed as a Hain Wind -Force Resistance Syetam. WSM Speed: 140 mph Hem Roof Haight: 20-0 Bayou. Category: c Occupancy Factor : 1.00 Building Type: Encloead 2... location: Exterior TO Dead Load : 9.0 pat BC Dead Load : 3.0 paf User -defined rind -exposed BC regions __F._ 21- 0-12 23- 6-15 Haz comp. force 6037 Lb. Haz te.. force 6009 Me Connector Plate Fabrication Tolermea - 20% This Cruse 18 designed for a creep factor of 1.5 which i. need to calculate total load deflection. S�OMPS'A o` 39380 ?� ATE ^OP ,A��R1�PU�Z% S s1O N AXi0�, FL Cert. 6634 June 1,2011 Jab Mark Qum Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 A15 I 1 Sp 230600 2.949 0 0 T4092725 022443-44 - MEL-RY - MORADI HD 3-14 No 3-11 a a 0 0 m , n 0 0 m r TC 1 4-3-10 I 10-6-14 I 16-0-14 I'� 23-6-0 4x6. D 7x8- 4x4 B �3.203 4x4= C " Sx5 - N v 1.25 4xBo 2-0-011 1 259� -� mW 2.949 1-11-15 I //I I//��` 3x4= j-3j A M9 9 9��R 1 2x411 0.3903 5x8-0 3x4= G 3x4= 4x6= Cant:2- 1-11 W:10415 W:800 R: 913 R:1009 U: 667 U: 932 Sc _ _ _ _ _ _ v 0 0 _ _ _ _ rn r 0 0 23-6-0 � =j ' ALL PLATES ARE MT2020 Srate:0266`=1' M1Tek® Online Plus^ APPROX. TRUSS WEIGHT: 121.7 LBS Online Plus -- Version 28.0.011 Membr CSI P Lbs Axl-CSI-Bnd NOTES: RUN DATE: 01=JUN-11----------Top Chords---------- Trusses Manufactured by: A -A 0.04 6 T 0.00 0.04 East Coast Truss CSI -Size-----Lnmber---- A -I 0.89 70 T 0.00 0.89 Analysis Conforms To: TC 0.89 2x 6 SP-SS I -S1 0.38 4315 C 0.18 0.20 FEC2007 -- 0.71 2x 6 SP-02 SI-N 0.71 4296 C 0.34 0.37 TPI 2002 SI-B N -B 0.42 2514 C 0.19 0.23 This truss has been designed -- 0.47 2x 4 SP-82 B -C 0.39 2078 C, 0.23 0.16 for 20.0 psf LL on the B.C. B -C C -D D -F C -D 0.42 1612 C 0.16 0.26 in areas where a rectangle BC 0.94 2x 4 SP-01 D -F 0.47 823 T 0.03 0.44 3- 6- 0 tall by -- 0.74 2x 4 SP-82--------Bottom Chords--------- 2- 0- 0 wide H -G G -F I -M 0.90 4293 T 0.62 0.28 will fit between the B.C. WB 0.70 2x 4 SP-43 M -H 0.94 4296 T 0.62 0.32 and any other member. H -O 0.57 2077 T 0.38 0.19 Design checked for 30 psf non - Brace truss as follows: O -H 0.58 1594 T 0.29 0.29 concurrent LL on SC. O.C. From To E -G 0.74 1626 T D.30 0.44 Wind Loads - ANSI / ASCE 7-05 TC Cont. -2-10- 6 19- 2-11 G -F 0.48 810 C O.OD 0.48 Truss is designed as a Main BC Cont. -2-10- 6 19- 2-11-------------Webs------------- Wind -Force Resistance System. M -N 0.05 167 T Wind Speed: 140 mph psf-Ld Dead Live N -H 0.70 2796 C Mean Roof Height: 20-0 TC 15.0 20.0 H -B 0.29. 601 T Exposure Category: C BC 5.0 0.0 O -B 0.02 109 T Occupancy Factor : 1.00 TCiBC 20.0 20.0 O -C 0.24 756 T Building Type: Enclosed Total 40.0 Spacing 24.0^ I -C 0.03 210 C Zone location: Exterior Lumber Duration Factor 1.25 I -D 0.04 191 T TC Dead Load : 9.0 psf Plate Duration Factor 1.25 D -G 0.50 2013 C BC Dead Load : 3.0 psf TC lb-1.00 F�1.00 Ft-1.00 Max comp. force 4315 Lbs BC Fb-1.00 Fc=1.00 Ft=1.00 TL Defl -1.17" in I -M L/197 Max tone. force 4296 Lbs LL Defl -0.47^ in I -M L/489 Connector Plate Fabrication Total Load Reactions (Lbs) LL Cant 0.0511 in G -F L/539 Tolerance - 2�%11111 Millll Jt Down Uplift Horiz- DL Defl -0.45^ at M L/511 This truss is%11bdor l/l A 913 667 U 51 R Hz: Disp LL DL TL creep fac?<b�PI�.5 - wbA'q G 1010 932 U 11 R it G 0.08^ 0.12" 0.19" is used go fipp�, Shear // Grain in C -D 0.65 load d�1R bn,� J�''��j�Y Jt Beg Size Required A 16.9"-50^-to- -33^ Plates For each ply each Pace. - 99360 G 8.0" 1.5^ Plate - MT20 20 Ga, Gross Area " * :• Plate - 14TBH 18 Ga, Gross Area LC$ 1 Standard Loading Jt Type Plt Size I Y JSI •ram Dur Fetre - Lbr 1.25 Plt 1.25 N MT20 4.Ox 4.0 1.5 Ctr 0.82 if - Dead Live* From To B MT20 7.Ox 8.0-0.5-0.9 0.83 i S ATE TC V 30 40 -4.3' 19.2' D MT20 4.Ox 6.0 0.5-0.1 0.88 i 0� BC V 10 0 0.0' 19.21 H MT20 5.Ox 8.0-0.5-0.9 0.93 '•'c( pQ:• �� TC V 20 0 -4.3' 0.0. G MT20 4.Ox 6.0-0.5 Ctr 0.83 �R 1 Plus 6 Wind Load Case(s) REVIEWED BY: 1111111111 ; ��, Plus 1 UBC LL Load CaBe(9) MiTek Industries, Inc. 11 Plus 1 DL Load Cases) 6904 Parke East Blvd. Tampa, FL 33610 Checked for NonConcurrent 200 FL Cert. 6634 Lba Moving Point Load applied REFER TO ONLINE PLUS GENERAL at Panel Points and Mid -panel NOTES AND SYMBOLS SHEET FOR on BC ADDITIONAL SPECIFICATIONS. JUDO 1,2011 ruo..w.•+nrw.hw uew,s+ma.vm+v..Y.,+un m+cw,..u... P^.w w+,m++•ncaw o..�+ Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 A16G I 1*2P Sp 110715 2.949 0 0 #22443-44 - MEL-RY - MORADI 8o 11-10 8o 3-11 TCI 12-6-12 1 5-4-7 I Sx5 1.25 3J4 8 -T x4 6.6 X 12.949 F 1-7-8 3x3 A C I 8 2.4 3.3 Cant:1- 0- 6 w:loeoe w:eoo R:1121 R:1200 U: 982 U:1052 BC 6-3-4 iL 11-7-1 ALL PLATES ARE MT2020 Scale: 0.34T' = 1' Online Plus -- Version 28.0.006 RUN DATE: 27-MAY-11 * 2-Ply Truss + CSI -Size- ----Lumber---- TC 0.73 2x 6 SP-SS -- 0.46 2x 4 SP-#2 H -C BC 0.50 2x 4 3P-#2 WB 0.17 2x 4 SP43 8L 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. -4- 6-12 11- 7-15 BC Cont. -4- 6-12 11- 7-15 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc--1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Total Load Reactions (Lbs) it Down Uplift Horiz- A 1122 982 U 37 A C 1200 1053 U 6 A it Brg Size Required A 20.511 -74^-to- -54^ C 8.0" 1.5^ LC# 1 Standard Loading Dur Petra - Lbr 1.25 Plt plf - Dead Live* From TC V 30 40 -6.3' BC V 10 0 0.0. TC V 20 20 -6.3' TC V 8 10 0.0' 38 50 SC TC SC 0.0' 7.7' 7.7' 1.25 To 11.7' 11.7' 0.0' roka Plus 6 Wind Load Cases) Plus 1 UBC LL Load Cases) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 MiTek® Online Plus- Lbs Moving Point Load applied at Penal Points and Mid -panel on BC t4embr CSI P Lbs Axl-CSI-Bnd __________TOP Chords__________ A -A 0.03 9 T 0.00 0.03 A -F 0.73 128 T 0.00 0.73 F -K 0.20 3752 C 0.09 0.11 K -1 0.19 3690 C 0.09 0.10 J -B 0.07 2471 C 0.05 0.02 H -C 0.46 2528 C 0.15 0.31 --------Bottom Chords --------- F -I 0.95 3698 T 0.34 0.11 I -e 0.49 3698 T 0.34 0.15 H -C 0.50 2493 T 0.22 0.28 I -J 0.05 315 T J -H 0.17 1453 C H -B 0.09 605 T ----------- Sliders ____________ F -K 0.03 242 T TL Defl -0. 68^ in F -I L/255 LL Defl -0.28" in F -I L/622 DL Defl -0.20" at Z L/879 Hz Diap LL DL TL it C 0.05^ 0.07" 0.11" Shear // Grain in A -F 0.38 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTBH 18 Ga, Gross Area it Type Plt size X Y JSI F MT20 6.Ox 6.0 3.0 0.2 0.99 H MT20 S.OX 5.0 Ctr-0.5 0.46 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS• NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 2 COMPLETE TRUSSES REQUIRID. Fasten together in staggered pattern. (1/2" bolts -OR- SD83 screws -DR- lOd nails as each layer is -applied.) ----Spacing (In)---- RowsNails Screws Bolts TC 1 12 24 0 BC 1 12 24 0 WE 1 8 8 This truss has been designed for 20.0 paf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psF non - concurrent LL on BC. Wind Loads - ANBI / ASCE 7-05 Truss is designed as a Main Wind -Force Assistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 ps£ SC Dead Load 3.0 paf Max comp. force 3752 Lbs Max tens. force 3698 Lbs Connector Plate Fabrication Tolerance = 205 This trues is designed For a creep Factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS .5285 ST.LVCIE BLVD. FORT PIERCE, FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33963 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, :FL 33071 2. !!lCAVTIONIII READ "BCSI-HL SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS.. 2-THRACE. 3-BEARING BLOCK. Online PIusT' O C^pyrlght MTekl) 1998-2011 Varsian 26.0.006 EnglneeMg-Porbak �01110:26:31 AM Pagel Job Mark Quan Type Span Pl-HI Left OH Right OH I Engineering 22443-22444 _CJI 1 2 ENDJO 10000 3.203 0 0 1 ik'J94d9-dd - MF.T.-RV - MORADT Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.33 2x 4 SP-N2 BC 0.32 2x 4 SP-k2 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc�-1.10 Ft-1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 737 R B 240 64 U 737 R Jt Erg Size Required C 1.5" I.S. B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 U13C LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Mambr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -B 0.33 768 T 0.01 0.32 --------Bottom Chords --------- SO 3-14 NO 7-1 A 1-0-0 3.203 TA 2-16d toenails 7-1 2-16d toenails Cant:10- 8 BC - - 1-0-0 MiTek® Online Plus - A -C 0.32 736 C 0.00 0.32 LL Cant -0.03" in A -C L/368 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.28 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TBH 18 Ga, Grose Area Jt Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL. NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Tresses Manufactured by: East Coast Truss Analysis Conforms To: FBc2007 TPI 2002 This truss has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Scale: 1.088" = i' Building Type: Enclosed Zone location: Exterior TO Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 736 Lbs Me, tens. force 768 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.OEB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !IICAUTION!1! HEAD "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. OMne PNs"' O CopyiigM MTek®10ge-2011 Version 29.0.006 Englneedng- PoNsit 6Rn0111 V.26.38 AM Pagel son Mark Quan Type Span Pl-HI Left OH Right OH Engineering 22443-22444 �CJ3 2 MON4 30000 3.203 0 0 #2� 2443-44 - MEL-RY - MORADI Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.33 2x 4 SP-#2 Brace truss as follows: O.C. From To TO Cont. 0- 0- D 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 'Total Load Reactions (Lbs) it Down Uplift Horiz- D 576 305 U 69 R C 44 79 G B 28 177 G 40 R G - Gravity Uplift it Brg Size Required D 8.0" 1.5" C 3.5" 1.5'' B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CHI P Lbs Axl-CSI-Bnd NO 3-14 NO 1-0-3 TCJ 3-0-0 1 4x4 Cant:l- 0- 0 7 W:800 R: 575 U: 304 BC 1-8-0 1- -0 A-- 3-0-0 ALL PLATES ARE MT2020 MiTek® Online Plus- ---------- Top Chords ---------- A -D 0.47 89 T 0.01 0.46 D -B 0.46 51 C 0.00 0.46 --------Bottom Chords --------- * -D 0.33 0 T 0.00 0.33 D -C 0.20 0 T 0.00 0.20 TL Def1 -0.01" in D -C L/925 LL Defl -0.01" in D -C L/999 DL Defl 0.00" at L/999 -Hz Disp LL DL TL it C 0.02" 0.00" 0.02" Shear // Grain in D -D 0.45 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TSH 18 Ga. Gross Area it Type Plt Size X Y TSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent: LL on BC. Wind Loads - ANSI / ASCE 7-05 2-16d toenails 2-16d toenails Scale: 0.648"= V Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 51 Lbs Max tens. force 89 Lbs Connector Plate Fabrication Tolerance = 20% This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SRASHOUA, P.EAEB5251 6 19554 1908 NW 122 AVE. CORAL SPRINGS, FL 33071 2. 111 CAUTION! 11 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TERACE. 3-BEARING BLOCK. OnMe Plus^ 0 Copynght MTek91996-2011 Version 28.0.008 Engineenng -Porten 6=011 1028.38 AM Page 1 Job Mark Quan Type Span Pi-Hl Left OH Right OH Engineering 22443-22944 ^ cis 2 MON4 50000 3.203 0 0 1i22443-44 - MEL-RY - MORADI HO 3-14 HO 1-4-9 TCI 5-0-0 T 3.203� 2-16d toenails 1-7-14 3-5C 2.4 1 A >-x C 2-16d toenails D. 1 4.4 Cant:1- 0- 01 w:900 R: 442 U: 293 eC 1-8-0 6 ALL PLATES ARE MT2020 Scale: 0.639" = 1' Online Plus -- Version 28.0.006 RUN DATE: 01-JM-11 CHI -Size- ----Lumber---- TC 0.42 2x 4 SP-R2 HC 0.35 2x 4 SP-$2 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 psf-Ld Dead Live TO 15.0 20.0 HC 5.0 0.0 TC+HC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc-1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- D 442 294 U 116 R C 46 26 G B 97 100 U 68 R G = Gravity Uplift it Brg Size Required D 8.0" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd MiTek4D Online Plus- ---------- Top Chords ---------- * -D 0.42 81 T 0.01 D.41 D -H 0.41 47 T 0.00 0.41 --------Bottom Chords --------- * -D 0.35 0 T 0.00 0.35 D -C 0.26 0 T 0.00 0.26 TL Defl -0.02" in D -C L/999 LL Defl -0.02" in D -C L/999 DL Defl 0.00" at L/999 Hz Disp LL DL TL it C 0.03" 0.00" 0.03" Shear // Grain in D -D 0.40 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTSH 18 Ga. Gross Area it Type Plt Size R Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp, force 33 Lbs Max tens. force 81 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcsaft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.EAEB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 11lCAUTION!11 READ "SCSI-H1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus"' OCoppl9nt MOeM I99&2011 Version 29.0.006 Eegime"- Pomalt 6fM011 1028:39AM Pagel Job Mark Quan Type Span Pi -HI Left OH Right OH Engineering 22443-22444 -CJ7 1 1 MON4 70215 3.101 0 0 #22443-44 - MEL-RY - MORADI 3-13 HD B T3.10172-2-4 5-5C 1 zx4 A C .5 684 D 4x4 Cant:l- 0- 6 7 W:804 R: 419 U: 323 BC -- -- 8 - - ALL PLATES ARE Me2020 2-16d toenails 2-16d toenails a MSTek® Online Plus - Online Plus -- Version 28.0.006 A -D 0.35 73 T 0.01 0.34 Wind -Force Resistance System. RUN DATE: O1-,TUN-11 D -B 0.41 63 C 0.00 0.41 Wind Speed: 140 mph --------Bottom Chords--------- Mean Roof Height: 20-0 CSI -Size- ----Lumber---- A -D 0.23 0 T 0.00 0.23 Exposure Category: C TO 0.41 2x 4 SP-#2 D -C 0.18 0 T 0.00 0.lB Occupancy Factor : 1.00 HC 0.23 2x 4 SP-#2 Building Type: Enclosed TL Defl -0.09" in D -C L/699 Zone location: Exterior Brace trues as follows: LL Defl 0.05- in D -C L/999 TC Dead Load : 9.0 psf O.C. From To DL Defl 0.001, at L/999 BC Dead Load : 3.0 psf TC Cont. 0- 0- 0 7- 2-15 Hz Disp LL DL TL Max comp. force 63 Lbs BC Cont. 0- 0- 0 7- 2-15 it C 0.01" 0.01" 0.02" Max tens. force 73 Lbs Shear // Grain in D -D 0.37 Connector Plate Fabrication psf-Ld Dead Live Tolerance = 20% TO 15.0 20.0 Plates for each ply each face. This truss is designed for a BC 5.0 0.0 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which TC+BC 20.0 20.0 Plate - MT8H 18 Ga, Grose Area is used to calculate total Total 40.0 Spacing 24.0^ it Type Plt Size X Y JSI load deflection. Lumber Duration Factor 1.25 FABRICATOR NOTES: Plate Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL 1. EAST COAST TRUSS TC Fb=1.15 Fc=1.10 Ft-1.10 NOTES AND SYMBOLS SHEET FOR 5285 ST.LUCIE BLVD. BC Fb=1.10 FC=1.10 Ft=1.10 ADDITIONAL SPECIFICATIONS. FORT PIERCE,FL 34946 Total Load Reactions (Lbs) For proper installation of S. Salim Cerci, P.E. it Down Uplift Horiz- toe -nails, refer to the 2005 5407 Wellcraft Dr. D 420 324 U 164 R National Design Specification Greenacres, FL.33463 C 87 (LIDS) for Wood Construction B 188 198 U 98 R MAURICE A. SHASHOUA, NOTES: P.E.#EB5251 6 19554 it Brg Size Required Trusses Manufactured by: 1908 NW 112 AVE. D 8.2" 1.Se East Coast Truss CORAL SPRINGS, FL 33071 ' C 3.5" 1.5.. Analysis Conforms To: 2. 111CAUTION111 HEAD 'SCSI-B1 B 1.5., I.S. FBC2007 SUMMARY SHEET" BEFORE TPI 2002 HANDLING , INSTALLING 6 Plus 5 Wind Load Case(s) This trues has been designed BRACING TRUSSES. Plus 1 UBC LL Load Case(a) for 20.0 psf LL on the B.C. 3. SEE ATTACHED DETAIL SHEET Plus 1 DL Load Case(s) in areas where a rectangle FOR: 1-JACK NAILS. 3- 6- 0 tall by 2-TBRACE. 3-BEARING BLOCK. Checked for NonConcurrent 200 2- 0- 0 wide Lbs Moving Point Load applied will fit between the H.C. at Panel Points and Mid -panel and any other member. on BC Design checked for 10 psf non - concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-05 ----------Top Chords---------- Truss is designed as a Main Online Plusw O Copyright MHek®199652011 Vemlon 28.0.008 Engineering-PorWt 6=0111028:39 AM Page 1 Job Nark Quan Type Span PI -Hi Left OH Right OH Engineering 2244J-22444 _CJA I 1 MON4 61102 3.203 0 0 22443-44 - MEL-RY - MORMI ft0 3-14 HO 1-8-13 TC� 6-11-2 1 H T3.2037 2-16d toenails 2-2-1 5-4C 1 2x4 A C 2-16d toenails I1 D 4.4 Cant:!- 0- 0 7 W:800 R: 439 U: 333 HC -- -- 8 011 2 ALL PLATES ARE MT2020 Scale: 0.528" = 1' Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size ------ Lumber---- TC 0.42 2x 4 SP-M2 BC 0.33 2x 4 SP-42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 2 BC Cont. 0- 0- 0 6-11- 2 pef-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Eb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- D 439 334 U 162 R C 77 H 166 176 U 96 R it Brg Size Required D 8.0" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrant 200 Lbs Moving Point Load applied at Panel Pointe and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- MSTekS Online Plus - A -D 0.42 79 T 0.01 0.41 D -B 0.41 62 T 0.00 0.41 --------Bottom Chords --------- A -D 0.33 0 T 0.00 0.33 D -C 0.25 0 T 0.00 0.25 TL Defl -0.06" in D -C L/999 LL Defl 0.05" in D -C L/999 DL Defl 0.00" at L/999 Rz Disp LL DL TL it C 0.04" 0.01-- 0.03" Shear // Grain in D -D 0.39 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT6H 18 Ga, Gross Area it Type Plt Size R Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Forproper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Tress Analysis Conforms To: FBC2007 TPI 2002 This trues has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for SO psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 58Lbs Max tens. force 79 Lbe Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.4EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Onl'me Plus`+O Copydgh!MTek®1996-2011 Vemlon 2&0.006 EnglneeMg-PaN t 8n20111026.40 AM Pages Jon Nark Quan Type Span Pi -Hi Left OH Right OH Engineering 22443-22444 -CJB 1 1 MON4 50914 3.203 0 0 iF22443-44 - MEL-RY - MORADI HO 3-i4 HO 1-6-5 TCI 5-9-14 � T3.203I 7_ 2-16d toenails -8 4-3C 1 2x4 A C 2-16d toenails D 4.4 A Cant:l- 0- 0 W:800 R: 436 U: 309 Sc - - - - v 14 ALL PLATES ARE MT2020 Scale: 0.62&1= 1' MiTekO Online Plus - Online Plus -- Version 28.0.006 ----------Top Chords---------- Truss is designed as a Main RUN DATE: O1-JUN-11 A -D 0.42 79 T 0.01 0.41 Wind -Force Resistance System. D -B 0.41 53 T 0.00 0.41 Wind Speed: 140 mph CSI -Size- ----Lumber---- --------Bottom Chords--------- Mean Roof Height: 20-0 TC 0.42 2x 4 SP-N2 A -D 0.34 0 T 0.00 0.34 Exposure Category: C BC 0.34 2x 4 3P42 D -C 0.26 0 T 0.00 0.26 Occupancy Factor : 1.00 Building Type: Enclosed Brace trues as follows: TL Defl -0.03" in D -C L/999 Zone location: Exterior O.C. From To LL Defl 0.03" in D -C L/999 TC Dead Load : 9.0 psf TC Cont. 0- 0- 0 5- 9-14 DL Defl 0.00" at L/999 BC Dead Load : 3.0 psf BC Cont. 0- 0- 0 5- 9-14 He Disp LL DL TL Max comp. force 44 Lbe it C 0.03" 0.00" 0.03" Max tens. force 79 Lbs psf-Ld Dead Live Shear // Grain in D -D 0.40 Connector Plate Fabrication TC 15.0 20.0 Tolerance - 20% BC 5.0 0.0 Plates for each ply each face. This trues is designed for a TC+BC 20.0 20.0 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Total 40.0 Spacing 24.0" Plate - MTSH 18 Ga. Grose Area is used to calculate total Lumber Duration Factor 1.25 it Type Plt Size X Y JSI load deflection. Plate Duration Factor 1.25 FABRICATOR NOTES: TO Fb=1.15 Fc=1.10 Ft=1.10 REFER TO ONLINE PLUS GENERAL 1. EAST COAST TRUSS BC Fb=-1.10 Fc=1.10 Ft=1.10 NOTES AND SYMBOLS SHEET FOR 5285 ST.LUCIE BLVD. ADDITIONAL SPECIFICATIONS. FORT PIERCE,FL 34946 Total Load Reactions (Lbs) it Dawn Uplift Horiz- For proper installation of S. Selim Cerci, P.E. D 436 309 U 136 R toe -nails, refer to the 2005 5407 Wellcraft Dr. C 60 13 G National Design Specification Greenacres, FL.33463 B 128 134 U 80 R (NDS) for Wood Construction G = Gravity Uplift MAURICE A. SHASHOUA, NOTES: P.EAEB5251 6 19554 it erg Size Required Trusses Manufactured by: 1908 NW 112 AVE. • D 8.0" 1.5" East Coast Truss CORAL SPRINGS, FL 33071 C 3.5" 1.5" Analysis Conformal To: 2. 111CAUTION111 READ "SCSI-BS H 1.5" 1.5" FBC2007 SUMMARY SHEET" BEFORE TPI 2002 HANDLING , INSTALLING 6 " Plus 5 Wind Load Case(s) This truss has been designed BRACING TRUSSES. Plus 1 UBC LL Load Case(s) for 20.0 pef LL on the H.C. 3. SEE ATTACHED DETAIL SHEET Plus 1 DL Load Case(s) in areas where a rectangle FOR: 1-JACK NAILS. 3- 6- 0 tall by 2-TBRACE. 3-HEARING BLOCK. Checked for NonConcurrent 200 2- 0- 0 wide Lbs Moving Point Load applied will fit between the B.C. at Panel Points and Mid -panel and any other member. on BC Design checked for SO psf non - concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bad Wind Loads - ANSI / ASCE 7-05 Online Plus"' O Copynghl MHek01996-2011 Vemlon 26.0.006 E:gineeMg- PoNail 6W011 10:28:40 AM Pagel JRn Mark Quan Type Span PI -HI Left OH Right OH Engineering 22443.-22444 _CJC 1 MON4 40810 3.203 0 0 #22443-44 - MEL-RY - MORADI SO 3-14 HO 1-3-15 TC1 4-8-10 T 3.203� 2-16d toenaila 1-7-0 3-1C 2x4 1A 2-16d toenails D 4.4 Cant:l- 0- W:800 R: 446 U: 289 ALL PLATES ARE MT2020 Scale: 0.699" = l' Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- ----Lumber---- TC 0.42 2x 4 SP-02 EC 0.35 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 8-10 BC Cont. 0- 0- 0 4- 8-10 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft-1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- D 447 290 U 110 R C 42 31 G B 86 87 U 64 R G = Gravity Uplift it erg Size Required D 8.0" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(e) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd MiTekO Online Plus- ----------Top Chords---------- A -D 0.42 81 T 0.01 0.41 D -B 0.41 45 T 0.00 0.41 --------Bottom Chords --------- * -D 0.35 0 T 0.00 0.35 D -C 0.26 0 T 0.00 0.26 TL Defl -0.02" in D -C L/999 LL Defl -0.02" in D -C L/999 DL Defl 0.00" at L/999 Hz Disp LL DL TL it C 0.03" 0.00" 0.03" Shear // Grain in D -D 0.41 Plates for each ply each face. Plate - MT20 20 Ga. Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 30 Lbs Max tens. force 81 Lbs Connector Plate Fabrication Tolerance = 209, This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIB BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greanacres, PL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 4 19554 1908 HW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION!1! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. On[418 Plus- 000py,Ighl MUek®19984011 Vemnn 28.0.008 Englneedng-Pw aft 6=01110:28:41 AM Pagel Job 22443.-22444 I Mark _CJD I Quan Type Span 1 MON4 40406 Pl-Hl Left OH Right OH 2.852 0 0 Engineering 22443-44 - MEL-RY - MORADI RO 3-13 NO 1-211 TC� 4-4-6 T 2.852 2-16d toenails 1-4-4 2-3C 2x4 A r' a. 2-16d toenails 0.8905 D 4.4 Cant:1- 1- 8 . W:900 R: 430 U: 275 HC -10- -5-9 ra ALL PLATES ARE W2020 Scale: 0.695" = 1' Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- ----Lumber---- TC 0.35 2x 4 SP-#2 BC 0.31 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 4- 6 BC Cont. 0- 0- 0 4- 4- 6 paf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC#BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Pb=1.15 Fc=1.10 Ft=1.10 BC Fb-1.10 Fe1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Hor:Lz- D 430 275 U 90 R C 42 34 G B 83 82 U 54 R G = Gravity Uplift it Brg Size Required D 9.0" 1.5" C 3.5" 1.5" e 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 DEC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrant 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd MiTekO Online Plus- ----------Top Chords---------- - -D 0.35 73 T 0.01 0.34 D -B 0.34 38 T 0.00 0.34 --------Bottom Chords --------- * -D 0.31 0 T 0.00 0.31 D -C 0.21 0 T 0.00 0.21 TL Defl -0.02" in D -C L/999 LL Defl -0.01" in D -C L/999 DL De£1 0.00" at L/999 Hz Disp LL DL TL it C 0.02" 0.00" 0.02" Shear // Grain in D -D 0.40 Plates for each ply each face. Plate - MT20 20 Ga. Gross Area Plate - MISS 18 Ga, Gross Area it Type Pit Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NMS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This trues has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 paf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-OS Trues is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp. force 25 Lbs Max tens. force 73 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 11!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLACK. OnMo Plus"'OCopyright PAiTek®1g96-2011Version28.0.W8EnginaeMg-Pa ft 6=0111028:42AM Paga1 Job Mark Quan Type Span PI -HI Left OH Right OH I Engineering 2244.E-22444 ^-CJE 1 2 MON4 30000 3.203 0 0 I 099dd4-dd - MF.T.-RV - MORAOT SO 3-14 SO 1-0-3 TC1 3-0-0 1 Online Plus -- Version 28.0.006 RUN DATE: 01-OUN-11 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.33 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. -0- 0- 0 3- 0-'0 BC Cont. 0- 0- 0 3- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC F1--1.15 Fc=1.10 FtP1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 576 305 U 69 R C 44 79 G B 28 177 G 40 R G = Gravity Uplift Jt Brg Size Required D 8.0" 1.5" C 3.5" 1.5" B 1.5" 1.5.. Plus 5 Wind Load Casa(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Mambr CSI P Lbs Axl-CSI-Bnd D 4x4 Cant:l- 0- 0 7 W:800 R: 575 U: 304 3-0-0 ALL PLATES ARE MT2020 MiTek® Online Plus- ---------- Top Chords ---------- A -D 0.47 89 T 0.01 0.46 D -B 0.46 51 C 0.00 0.46 --------Bottom Chords --------- * -D 0.33 0 T 0.00 0.33 D -C 0.20 0 T 0.00 0.20 TL Defl -0.01" in D -C L/925 LL Defl -0.01" in D -C L/999 DL Defl 0.00" at L/999 Hz Disp LL DL TL it C 0.02" 0.00" 0.02" Shear // Grain in D -D 0.45 Plates for each ply each face. Plate - MT20 20 Ga, Grose Area Plate - MT8H 18 Go, Gross Area Jt Type Plt Size X Y JBI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 2-16d toenails 2-16d toenails Scale: 0.800" = 1' Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf BC Dead Load 3.0 psf Max comp. force 51 Lbs Max tens. force 89 Lbs Connector Plate Fabrication Tolerance = 2096 This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellaraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Online Plus^' 0 Coppighl MReM 1996-2011 Venaon 28.0.006 EigNesmg- Pa R 6=0111028:42 AM Pagel Job Mark Quan Type Span Pl-HI Left OH Right OH Engineering 22443-22444 _CJF 1 1 ENDJO 30004 3.203 0 0 #22443-44 - MEL-RY - MORADI HO 3-14 HO 1-1-9 TC, 3-0-4 3.203� T2-16d toenails 1-1_g 2x1 1 A 2-16d toenails Cant:l- 0- 0 W:300 R: 393 U: 203 HC 3-0- v -4 A ALL PLATES ARE MT2020 Scale: 0.799" = T Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- ---- Lumber---- TC 0.20 2x 4 SP42 BC 0.20 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- BC Cont. 0- 0- 0 3- 0- psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+HC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- A 394 203 U 69 R C 222 45 G e 59 59 U 40 R G = Gravity Uplift it Erg Size Required A 3.0" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Cases) Checked for NonConcnrrent 200 Lbs Moving Point Load applied at Penal Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-end MSTek® Online Plus' __________Top Chords _-________ A -B 0.20 27 T 0.00 0.20 --------Bottom Chords --------- A -C 0.20 0 T 0.00 0.20 TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.22 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TBH 18 Ga, Gross Area it Type Plt Size X Y USI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This trues has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf BC Dead Load 3.0 pef Max comp. force 20 Lbs Max tens, force 78 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 111CAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. OMns Plus"' OCopyrigM MTek®1998-2011 Version 28.0.008 Engineering -P^Nail 6=011 10:2a:43 AM Pagel Job Mark Quan Type Span PI -Hi Left OH Right OH Engineering 22443-22444 _CJG 1 1 ENDJO 20201 3.203 0 0 1422443-44 - MEL-RY - MORADI HO 3-14 SO 10-13 TC� 2-2-1 � 3.203� T 2x4 10-13 A Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- ----Lumber---- TC 0.21 2x 4 SP-#2 BC 0.20 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 2- 1 HC Cont. 0- 0- 0 2- 2- 1 psf-Ld Dead Live TO 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=-1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Boriz- A 466 205 U 49 R a 223 93 G B 22 B6 G 28 R G = Gravity Uplift Jt erg Size Required A 3.0" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd F Cant:1- 0- D W:300 R: 465 U: 205 BC - - a 2-2'-1 ALL PLATES ARE MT2020 2-16d toenaila 2-16d toenails MiTek® Online Plus- ---------- Top Chords ---------- A -B 0.21 26 C 0.00 0.21 --------Bottom Chords --------- A -C 0.20 0 T 0.00 0.20 TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.15 Plates for each ply each face. Plate -MT20 20 Ga, Grose Area Plate - 14TBH 18 Ga. Gross Area Jt Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, safer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 pef LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Scale: 0.793" = 1' Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 9.0 pe£ BC Dead Load 3.0 psf Max comp. force 26 Lbs Max tens. force 88 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TERACE. 3-HEARING BLOCK. OnOne Plus' 0 Copyright MRek%) 1996.2011 Version 28.0.006 Engineering -Portrait 6=01110:26:43 AM Page 1 Job 22443-22444 Mark EJ7 Quan 1 7 Type Span P1-H1 Left OH MON4 70000 3.203 0 Right OH 0 Engineering #22443-44 - MEL-RY - MORADI Ho 3-14 RO 1-9-0 TCI 7-0-0 B T3.203 2-16d toenails 2-2-5 5-5C 1 2.4 A C 2-16d toenails I1 D #4x4 Cant:1- 0- 0 W:B00 R: 440 U: 335 BC 1-0-0 - ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.527" = T Online Plus -- Version 28.0.006 RUN DATE: 01-UM-11 CHI -Size- TC 0.43 2x 4 SP-#2 BC 0.33 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. '0- 0- 0 7- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fr-1.10 Ft=1.10 BC Fb=1.10 Fc=-1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 440 336 U 163 R C 78 B 168 278 U 97 R Jt Erg Size Required D 8.0" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(B) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Mambr CHI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- MiTekO Online P1us- A -D 0.43 79 T 0.01 0.42 D -B 0.42 63 T 0.00 0.42 --------Bottom Chords --------- * -D 0.33. 0 T 0.00 0.33 D -C 0.25 0 T 0.00 0.25 TL Defl -0.06" in D -C L/967 LL Defl 0.05" in D -C L/999 DL Defl 0.00" at L/999 Hz D1sp LL DL TL Jt C 0.04" 0.01" 0.03" Shear // Grain in D -D 0.40 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 20 Ga, Gross Area Jt Type Plt Size X Y JSI D# MT20 4.Ox 4.0-0.2 0.6 0.37 # = Plate Monitor used REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 9.0 psf BC Dead Load 3.0 psf Max comp. force 58 Lbs Max tens. force 79 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Carci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, EL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. OiPne Plus^' 0 Copyright MITek01996-2011 Version 28.0.005 Engineering - Ported 6l82011 ln29:43 AM Pagel Jab Mark I Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 EJ28 1 ENDJO 20809 2.949 0 0 HO 3-21 HO 11-11 4 2-8-9 -� 2.9491 T 2x4 11-11 A Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- TC 0.13 2x 4 SP-#2 BC 0.15 2x 4 SP-#2 Brace truss as follows: O.C. Fran To TC Cont. 0- 0- 0 2- 8- 9 BC Cont. -0- 0- 0 2- 8- 9 pef-Ld Dead Live TO 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft-1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 267 79 U 54 R C 238 18 U B 76 78 U 33 R Jt Brg Size Required A 3.9" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CHI P Lbs Axl-CSI-End ----------Top Chords ---------- W:314 R: 266 U: 78 HCII2-8-9 fs- 2-e-9 III ALL PLATES ARE MT2020 MSTek® Online Plus^ A -B 0.13 22 C 0.00 0.13 --------Bottom Chords --------- A -C 0.15 0 T 0.00 0.15 TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MIZE 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBc2007 TPI 2002 This truse has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 pef non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C 2-16d toenails 2-16d toenails Scale: 0.796" = V Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 psf Max comp: force 22 Lbs Max tens. force 21 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Gseenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 3 19554 2908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION M READ ^SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. OMne Plus- ®Capplght Miffek®1995-2011 Vemlan 28.0.006 Ergmeerin9 - PorNm 612R011 1028:" AM Pagel rob Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 EJ36 1 ENDJO 30611 2.949 0 0 #22443-44 - MEL-RY - MORADI HO 3-11 SO 1-2-3 TC1 3-6-11 2.949� T2-16d toenails 1-2-3 2x4 1 A 2-16d toenails W:314 R: 280 U: 103 BC -- 1 3-6-11 ALL PLATES ARE MT2020 Scale: 0.701 ° = V Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP-82 BC 0.24 2x 4 SP-#2 Brace trues as follows: O.C. From To TC Cont. 0- 0- 0 3- 6-11 BC Cont. 0- 0- 0 3- 6-11 pef-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plats Duration Factor 1.25 TC Fb=1.15 F�1.10 Ft-1.10 BC F'b-1.10 F0=1.30 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 280 104 U 72 R C 238 19 U B 102 106 U 45 R Jt erg Size Required A 3.9" 1.5" C 3.5" I.S. B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- MiTek41 Online Plus - A -B 0.17 30 C 0.00 0.17 --------Bottom Chords --------- A -C 0.24 0 T 0.00 0.24 TL Defl -0.02" in A -C L/999 LL Dafl -0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (LIDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf BC Dead Load : 3.0 pef Max comp. force 30 Lbs Max terse, force 27 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcra£t Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.4EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION!!! READ 'SCSI-B1 SULII4ARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. ONina Plus"' O Copyright MTek®1g962017 Vemion 28.0.006 Engbeenng -PorMh 6/d4011 10R8:44 AM Pagel Job Quan Type span pi -Hi Left OH Right OH Engineering 22443_22444 F._TMarkS2 1 ENDJO 50301 2.949 0 0 HO 3-11 HO 1-7-3 T2.949F 1-7-3 1 2x4 A M W:314 R: 311 U: 153 HCJ 5-3-1 a 5-3-1 ALL PLATES ARE MT2020 Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CSI -Size- TO 0.27 2x 4 SP-#2 HC 4.42 2x 4 SP-#2 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 5- 3- 1 HC Cont. 0- 0- 0 5- 3- 1 psf-Ld Dead Live TC 15.0 20.0 HC 5.0 0.0 TC+BC 20.0. 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Eb=1.15 Fr-1.10 Ft=1.10 HC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 311 154 U 109 R C 244 23 U e 155 162 U 67 R Jt erg Size Required A 3.9" 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on HC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- MiTek® Online Pluss A -B 0.27 47 C 0.00 0.27 --------Bottom Chords --------- A -C 0.42 0 T 0.00 0.42 TL -Defl -0.06" in A -C L/878 LL Defl -0.03" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.18 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TBH 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on EC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C 2-16d toenails 2-16d toenails Scale: 0.639" = 1' Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 9.0 psf BC Dead Load 3.0 psf Max comp. force 47 Lbs Max tens. force 40 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellora£t Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 5 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. OnOne Plus"' O Copytl9ht MTek6l996-20N Vemlon 26.0.006 Egineenng-Pomeit 6=011 10:23.45 AM Pagel Job Mark Quan Type Span PI-Hl Left OH Right OH Engineering 2244122444 1 EJSll 1 sP 51106 2.949 1-14 0 #22443-44 - MEL-RY - MORADI HO 4-3 SO 1-2-2 a N TC t' I 1-4-12 13121 4-2-14 1 2.949F 1.25 T 4x4 � B 3-16d toenails 2x4 1-2-2 A 1 2-16d toenails W:1104 R: 437 U: 335 BC 5-11-5 tE 5-11-6 ALL PLATES ARE MT2020 Scale: 0.648" = V Online Plus -- Version 28.0.006 RUN DATE: 01-JUN-11 CHI -Size- -Lumber---- TC 0.75 2x 4 SP-#2 Be 0.56 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5-11- BC Cont. 0- 0- 0 5-11- psf-Ld Dead Live TC 15.0 20.0 Be 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 Be Fb=1.00 Fc=1.00 Ft=1.00 Total Load Reactions (Lbs) it Down Uplift Horiz- A 438 335 U 128 R E 119 36 U D 314 342 U 114 R it Erg Size Required A 11.2" 1.5" E 3.5" 1.5" D 1.5" 1.5" LC# 1 Standard Loading Dur Fctrs - Lbr 1.25 Plt 1.25 pl£ - Dead Live* From To TC V 30 40 0.0' 5.9' Be V 10 0 0.0' 5.9' TC V 23 30 0.0' 5.9' Be V 8 0 0.0' 5.9' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on Be MiTek® Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.35 103 T 0.00 0.35 B -D 0.75 72 T 0.00 0.75 --------Bottom Chords --------- A -E 0.56 0 T 0.00 0.56 TL De£1 -0.17" in B -E L/334 LL Defl -0.07" in H -E L/770 DL De£1 0.00" at L/999 Shear // Grain in B -D 0.38 Plates for each ply each face. Plate - MT20 20 Go, Gross Area Plate - MT8H 18 Gal Gross Area it Type Plt Size R Y JSI B MT20 4.Ox 4.0 Ctr-0.7 0.40 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of too -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 ON Loading Soffit pef 2.0 This truss has been designed for 20.0 ps£ LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on Be. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior - TC Dead Load 9.0 pef Be Dead Load 3.0 ps£ Max comp. force 73 Lbs Max tens. force 103 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus'• 0 Copyright MOeIV 19962011 Version 29.0.006 Erg'neanng -Pomeft 6=011 10:28:46 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering 22443-22444 HJ7 I 1 MON4 91013 2.265 0 0 #22443-44 - MEL-RY - MORADI NO 3-12 SO 1-8-14 'Cl9-10-13 I B T 2.265 2.4 3-16d toenails E 2-2-3 5-5C 2x4 1 A 3-16d toenails �0.7071 C 2x4 D 4.4 Cant:l- 5- 0 W:1105 R: 601 U: 588 BC2-5-1 a a" 13 ALL PLATES ARE MT2020 Scale: 0.486" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- TC 0.91 2x 4 SP-#1 BC 0.86 2x 4 SP-#2 WE 0.43 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=-1.00 Ft-1.00 BC Fb=1.00 Fc 1.00 Ft=1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 601 589 U 268 R C 361 173 U B 324 383 U 162 R Jt Brg Size Required D 11.3" 1.5" C 3.5" 1.5" B 1.5" 1.5" MiTek® Online Plus - at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.91 1133 C 0.11 0.80 E -B 0.52 112 T 0.00 0.52 --------Bottom Chords --------- A -D 0.75 1096 T 0.12 0.63 D -D 0.75 1182 C 0.12 0.63 D -C 0.86 1183 C 0.12 0.74 ------------- Webs ------------- E -C 0.43 1194 T TL Defl -0.17" in D -C L/511 LL Defl -0.12" in D -C L/735 DL Defl 0.00" at L/999 Hz Disp LL DL TL Jt B 0.05" 0.01" 0.04" Shear // Grain in D -D 0.75 Plates for each ply each face. Plate - MT20 20 Ga, Grose Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2005 National Design Specification (NDS) for Wood Construction LCA 1 Standard Loading Dar Fctxe - Lbr 1.25 Plt 1.25 NOTES: plf - Dead Live* From To Trusses Manufactured by: TC V 30 40 0.0' 9.9' East Coast Truss BC V 10 0 0.0' 9.9' Analysis Conforms To: TC V -8 -10 0.0, FBC2007 38 50 9.9' TPI 2002 BC V -3 0 0.0. This truss has been designed 13 0 9.9' for 20.0 paf LL on the H.C. in areas where a rectangle Plus 5 Wind Load Case(s) 3- 6- 0 tall by Plus 1 UBC LL Load Case(&) 2- 0- 0 wide Plus 1 DL Load Cases) will fit between the B.C. and any other member. Checked for NonConcurrent 200 Design checked for 10 psf non- Lbe Moving Point Load applied concurrent LL on BC. Online Phn" OCopynghl MRek®1998-2011Vmlon28.OAOa EngheeMg-Pomsil 6=01110:2&46AM Pagel Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 9.0 psf EC Dead Load : 3.0 pef Max comp. force 1183 Lbs Max tens. force 1194 Me Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.11EB5251 S 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. M CAUTION M READ "SCSI-B1 SU[MARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job Mark Quan Type Span Pl-HI Left OH Right OH Engineering 22443-22444 FGI I 1*2P FLAT 80715 10400 0 0 22443-44 - MEL-RY - MORADI NO 1-4-0 NO 1-4-0 TC] 8-7-15 3x10 2x4 2x4 3x3 A H I J 4x6 H T a 1-4-0 1WE 11 D u" C 3x4 G F E x4 5.6 3x3 Sx5 r__2- 4-109_10_� W:508 W:615 R:3160 R: 3160 U:2327 U:2327 Sc ALL PLATES ARE MT2020 Sale: 0.675" = V Online Plus -- Ver.ion 28.0.006 RUN DATE: 26-MAY-11 eat++++++++++•a + 2-Ply True. + CHI -Size- ----Lumber---- TC 0.81 2x 4 SP42 BC 0.68 2x 4 SP-SS WB 0.69 2x 4 `SP-42 -- 0.32 2x 4 SP-43 D -A G -H F -I F -J E-J C-B Brace truss as follow.: O.C. From To TO Cont. 0- 0- 0 8- 7-15 BC Cont. 0- 0- 0 8- 7-15 psf-Ld Dead Live TO 100 400 BC 5..0 0..0 TC+BC 150 40.0 Total 55..0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc-1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft-1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 3160 2327 U 76 R C 3160 2327 U 76 R Jt Brg Size Required D 5.5" 1.9" C 6.9" 1.9" MSTek® Online P1us- H -I 0.81 5393 C 0.09 0.72 I -J 0.64 5393 C 0.09 0.55 J -B 0.41 4791 C 0.07 0.34 --------Bottom Chord ---------- * -G 0.19 56 T 0.00 0.19 G -F 0 5393 T 0.32 0.31 F -E 0..68 64 4791 T 0.28 0.36 E -C 0.06 56 T 0.00 O.Ofi ------------- Webs _____-------- D -A 032 32BI C WindLd A -G 0..69 6024 T G -H 0.21 2142 C F -I 0.08 898 C F -J 013 672 T E -J 0..21 2159 C E -8 0.61 5352 T C -B 0.30 3122 C WindLd TL Defl -0.16" in F -E L/569 LL De£1 -0.10" in F -E L/885 DL De£1 0.00" at L/999 Shear // Grain in H -I 0.92 Plates for each ply each face. Plate - MT20 20 Ga. Gross Area Plate - MT8H 18 Ga, Grose Area Jt Type Plt Site X Y JSI A MT20 3.0.10.0 2.4-0.4 0.90 H MT20 2.Ox 4.0 Ctr 0.6 0.71 B MT20 4.Ox 6.0-1.4-0.6 0.91 G MT20 B.O. 6.0-1.5 Ctr 0.94 E MT20 S.Ox 5.0 1.5 Ctr 0.95 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: LCB 1 Standard Loading Trusses Manufactured by: Dur Purrs - Lb. 1.00 Plt 1.00 East Coast Truce pl£ - Dead Live+ From To Analysis Conforms To: TO V 20 80 -0.0. 8.7- MC2007 BC V 10 0 0.0' 8.7' TPI 2002 ' TO V 83 220 0.0' 8.7' 2 COMPLETE TRUSSES REQUIRED. TO V 87 231 0.01 8.7' Fasten together in staggered pattern. (1/21' bolts -OR- Plus 6 Wind Load Case(s) SDS3 acre we -OR- 10d nails Plus 1 DEC LL Load Case (a) as each layer is applied.) Plus 1 DL Load Case(s) ----Spacing (In) ---- Rows Nails Screws Bolt. Checked for NonConcurrent 200 TC 1 4 8 0 the Moving Point Load applied BC 1 12 24 0 at Panel Points and Mid -panel WB 1 8 8 on HC Web Connection Exception -- Space screws or nails for the Membr CSI P Lb. Axl-CSI-Bnd following web -- ____----_- Top Chords__________ A -G 0 4" o.c. A -H 0.81 5393 C 0.09 0.72 E -B @ 4" .... Online Plus- 0 Copydghl MHek01996-2011 Version 28.0.D08 Enginseh:g- Ported 6=11 102B:47 AM Page 1 This truss has been designed for 20.0 p-£ LL on the H.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water pending. This truss must be installed as she.. It .snot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Haight: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 6.0 pee BC Dead Load 3.0 ps£ Max comp, force 5393 Lb. Max tens. force 6024 Lbs Connector Plate Fabrication Tolerance = 20% This true. is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE, FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres. FL.33463 MAURICE A. SHASHOUA, P.EAEB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 IIICAUTION111 READ •'BCSI-H1 SU ID Y SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Jab Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443r22444 FG2 1*2P FLAT 50007 10400 0 0 22443-44 - MEL-RY - MORADI HO 1-4-0 HO 1-4-0 TCJ 5-0-7 2.4 2x4 G H 3x4 3.4 A B T 1_4_0 TD C 2x4 P E ES x4 ;p..£ 3.4 3x4 7 W:411 W:600 R:1887 R:1887. U:1394 U:1394 BC v' + . ALL PLATES ARE MT2020 Scale: D.71V' = V MSTek® Online Pluse, Online Plus -- Version 28.0.006 Membr CSI P Lbs Axl-CSI-end for 20.0 psf LL on the H.C. RUN DATE: 26-MAY-11 ----------Top Chords---------- in areas where a rectangle *••:•••••••+••• A -G 0.23 1841 C 0.01 0.22 3- 6- 0 tall by • 2-Ply Truss • G -H 0.16 2841 C 0.09 0.07 2- 0- 0 wide •e••••••••••••e H -H 0.23 1841 C 0.01 0.22 will fit between the B.C. --------Bottom Chords--------- and any other member. CSI -Size- ----Lumber---- D -F 0.10 56 T 0.00 0.10 _ Design Checked for 10 psf non- TC 0.23 2x 4 SP-42 F -E 0.29 1841 T 0.21 0.08 concurrent LL on BC. BC 0.29 2x 4 SP-N2 E -C 0.10 56 T 0.00 0.10 Provide drainage to prevent WB 0.44 2x 4 SP-03 -------------Webs------------- water ponding. D -A 0.18 1839 C WindLd This truss must be installed Brace truss as follows: A -F 0.44 2204 T as shown. It cannot be O.C. From To F -G 0.12 1235 C installed upside-down. TC Cont. 0- 0- 0 5- 0- 7 E -H 0.12 1235 C Wind Loads - ANSI / ASCE 7-05 BC Cont. 0- 0- 0 5- 0- 7 E -B 0.44 2204 T Truss is designed as a Main C -B 0.18 1839 C WindLd Wind -Force Resistance System. psf-Ld Dead Live Wind Speed: 140 mph TC 10.0 40.0 TL Defl -0.02" in F -E L/999 Mean Roof Height: 20-0 BC 5.0 0.0 LL Defl -0.01" in F -E L/999 Exposure Category: C TC+BC 15.0 40.0 DL Defl 0.00" at L/999 Occupancy Factor : 1.00 Total 55.0 Spacing 24.0" Shear // Grain in A -G 0.53 Building Type: Enclosed Lumber Duration Factor 1.00 Zone location: Exterior Plate Duration Factor 1.00 Plates for each ply each face. TC Dead Load 6.0 psf TC Fb=1.00 Fc=1.00 Ft--1.00 Plate - 24T20 20 Go, Gross Area BC Dead Load 3.0 psf BC Fb-1.00 Fc=1.00 Ft=1.00 Plate - MISS 18 Gal Gross Area Max comp: force 1841 Lbs Jt Type Plt Size X Y JSI Max tens. force 2204 Lbs Total Load Reactions (Lbs) A MT20 3.Ox 4.0 0.4-0.3 0.90 Connector Plate Fabrication Jt Down Uplift Horiz- H MT20 3.Ox 4.0-0.4-0.3 0.90 Tolerance - 20% D 1887 1394 U 76 R F MT20 3.Ox 4.0-1.0 Ctr 0.85 This truss is designed for a C 1887 1394 U 76 R E MT20 3.Ox 4.0 1.0 Ctr 0.85 creep factor of 1.5 which is used to calculate total Jt Brg Size Required REFER TO ONLINE PLUS GENERAL load deflection. D 4.7" 1.5" NOTES AND SYMBOLS SHEET FOR FABRICATOR NOTES: C 6.0" 1.5" ADDITIONAL SPECIFICATIONS. 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. LC4 1 Standard Loading NOTES: FORT PIERCE,FL 34946 Dur Fctrs - Lbr 1.00 Plt 1.00 Trusses Manufactured by: plf - Dead Live* From To East Coast Truss S. Salim Cerci, P.E. TC V 20 BO 0.0' 5.0' Analysis Conforms To: 5407 Wellcraft Dr. BC V 10 0 0.0. 5.0' FSC2007 Greenacres, FL.33463 TC V 83 220 0.0. 5.0' TPI 2002 TC V 92 245 0.0' 5.0' 2 COMPLETE TRUSSES REQUIRED. MAURICE A. SHASHOUA, Fasten together in staggered P.E.4EH5251 6 19554 Plus 6 Wind Load Case(s) pattern. (1/2" bolts -OR- 1908 NW 112 AVE. Plus 1 UBC LL Load Case(s) SDS3 screws -OR- 10d nails CORAL SPRINGS, FL 33071 Plus 1 DL Load Case(s) as each layer is applied.) 2. 1t!CAUTIONI I! READ "SCSI-BS ----Spacing (In)---- SUMMARY SHEET" BEFORE Checked for NonConcurrent 200 Rows Nails Screws Bolts HANDLING , INSTALLING 6 Lbs Moving Point Load applied TC 1 4 7.5 0 BRACING TRUSSES. at Panel Points and Mid -panel BC 1 12 24 0 3. SEE ATTACHED DETAIL SHEET on BC wS 1 8 8 FOR: 1-JACK NAILS. This truss has been designed 2-TBRACE. 3-HEARING BLOCK. Onllne Plus^' 0 Copyright MITeM 1996-2011 Version 28.0.006 Engineadng -Pamit 6RR011 10:28:47 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 FT23 1 1 Sp 101111 10400 0 0 #22443-44 - MEL-RY - MORADI SO 1-0-0 HO 1-4-0 TC, 3-1-9 1 7-10-2 #4x8 c 2x4 3.3 3.3 3.4 i D K L M E T 4x6 8 1-4-0 A P 2x4 G J I H x4 4.14 3x6 3.3 3x4 W:800 W:508 R: 747 R: 659 SC10-11-11 10-11-11 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.54T' = V Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 CSI -Size- ----Lumber---- TC 0.34 2x 4 SP-#2 BC 0.59 2x 4 SP-#2 WE 0.79 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont: 0- 0- 0 10-11-11 BC Cont. 0- 0- 0 10-11-11 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 F�1.00 Ft=1.00 BC Fb=1.00 Fr-1.00 Ft--1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 748 F 659 Jt Erg Size Required A 8.0" 1.5" F 5.5" 1.5" LC# 1 Standard Loading Dur Fctrs - Lbx 1.00 Plt 1.00 plf - Dead Live* From To TC V 20 80 0.0' 11.0' BC V 10 0 0.0' 11.0' TC V 200 0 - 3.1' CL-LB Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) MiTek49 Online Plus- M -E 0.10 975 C 0.01 0.09 --------Bottom Chords --------- A -G 0.38 0 T 0.00 0.38 G -J 0.59 1856 T 0.42 0.17 J -I 0.44 1556 T 0.22 0.22 I -H 0.35 975 T 0.14 0.21 H -F 0.21 0 T 0.00 0.21 A -B 0.13 709 C B -G 0.79 1982 T G -C 0.09 465 C C -J 0.06 299 C J -K 0.01 56 C J -L 0.13 348 T I -L 0.06 309 C I -M 0.26 663 T H -M 0.10 523 C H -E 0.44 1114 T' F -E 0.12 639 C TL Defl -0.12" in G -J L/982 LL Defl -0.06" in G -J L/999 DL Defl -0.12" at G L/945 Shear // Grain in B -C 0.24 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TBH 20 Ga. Gross Area Jt Type Plt Size X Y JSI B MT20 4.Ox 6.0 1.0 Ctr 0.93 C# MT20 4.Ox 8.0-0.2-0.6 0.72 M MT20 3.Ox 3.0-0.5 Ctr 0.75 E MT20 3.Ox 4.0-0.5-0.2 0.91 G MT20 4.Oxl4.0-4.0 Ctr 1.00 I MT20 3.Ox 3.0 0.5 Ctr 0.75 B MT20 3.Ox 4.0 1.0 Ctr 0.85 # = Plate Monitor used REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcuxrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Truss on BC Analysis Conforms To: FBC2007 Membr CST P Lbs Axl-CSI-Bnd TPI 2002 ----------Top Chords---------- Design checked for 10 psf non- e -C 0.34 1936 C 0.05 0.29 concurrent LL on BC. C -K 0.16 1799 C 0.04 0.12 Provide drainage to prevent K -L 0.14 1793 C 0.04 0.10 water ponding. L -M 0.12 1556 C 0.03 0.09 This truss must be installed Online Plus*' 0 Copyright MTek®18 2011 Version 28.0.M6 Engineering- Porimil SWD111a25:48 AM Pagel as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Max comp. force 1936 Lbs Max tens, force 1982 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 52B5 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! BEAD 11BCSI-B1 SUMHhRY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. sob Marx Quan Type span Pl-Hl Left OH Right OH Engineering 22443-22444 FT24 1 sP 101115 10400 0 0 1-1199dd4-dd - MF.T.-RV - MORAnT SO 1-0-0 SO 1-4-0 TO 3-11-12 1 7-0-3 5.6 C T 1-4-0 A 2.4 I c s L 4.4 3x3 3.8 3x4 w:800 w:508 R: 733 R: 676 BC 1 -1 -15 L -10-11-15 ALL PLATES ARE MT2020 Scale: 0.54V' =1' MiTek® Online Plus - Online Plus -- Version 28.0.006 .. RUN DATE: 31-MAY-11 1"r CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: CSI -Size- ----Lumber---- B -J 0.18 1604 C 0.03 0.15 East Coast Truss TC 0.21 2x 4 SP-#2 J -C 0.21 2192 C 0.06 0.15 Analysis Conforms To: BC 0.60 2x 4 SP-#2 C -K 0.21 1785 C 0.04 0.17 FBC2007 WB 0.68 2x 4 SP-#3 K -M 0.14 1782 C 0.04 0.10 TPI 2002 M -E 0.14 1157 C 0.01 0.13 Design checked for 10 psf non - Brace truss as follows: --------Bottom Chords--------- concurrent LL on BC. O.C. From To A -I 0.24 0 T 0.00 0.24 Provide drainage to prevent TO Cont. 0- 0- 0 10-11-15 I -G 0.52 2604 T 0.24 0.28 water ponding. BC Cont. 0- 0- 0 10-11-15 G -H 0.60 2151 T 0.49 0.11 This truss must be installed H -L 0.37 1157 T 0.16 0.21 as shown. It cannot be psf-Ld Dead Live L -F 0.25 0 T 0.00 0.25 installed upside-down. TC 10.0 40.0 -------------Webs------------- Max Comp. force 2192 Lbs BC 5.0 0.0 A -B 0.13 696 C Max tens. force 2151 Lbs TC+BC 15.0 40.0 B -I 0.68 1703 T Connector Plate Fabrication Total 55.0 Spacing 24.0" L -J 0.11 579 C Tolerance = 20% Lumber Duration Factor 1.00 J -G 0.24 614 T This truss is designed for a Plate Duration Factor 1.00 G -C 0.03 196 C creep factor of 1.5 which TC Fb-1.00 Fc,1.00 Ft=1.00 C -H 0.11 515 C is used to calculate total BC Fb=1.00 Fc=1.00 Ft--1.00 H -K 0.02 121 C load deflection. H -M 0.27 689 T FABRICATOR NOTES: Total Load Reactions (Lbs) L -M 0.10 524 C 1. EAST COAST TRUSS Jt Down Uplift Horiz- L -E 0.51 1275 T 5285 ST.LUCIE BLVD. A 733 F -E 0.12 654 C FORT PIERCE,FL 34946 F 676 TL Defl -0.12" in G -H L/947 S. Salim Cerci, P.E. Jt Erg Size Required LL Defl -0.06" in G -H L/999 5407 Wellcraft Dr. A 8.0" 1.5" DL Defl -0.12" at G L/947 Greenacres, FL.33463 F -9.5" 1.5" Shear // Grain in C -K 0.21 MAURICE A. SHASHOUA, LC# 1 Standard Loading Plates for each ply each face. P.E.#EB5251 6 19554 Dur Fctra - Lbr 1.00 Plt 1.00 Plate - MT20 20 Ga, Gross Area 1908 NW 112 AVE. plf - Dead Live* From To Plate - 14TBH 18 Ga, Gross Area CORAL SPRINGS, FL 33071 TC V 20 80 0.0' 11.0' Jt Type Plt Size X Y JSI 2. 111CAUTION111 READ 11SCSI-B1 • BC V 10 0 0.01 11.0' B MT20 4.Ox 4.0 1.0-0.2 0.97 SUMMARY SHEET" BEFORE TC V 200 0 4.01 CL-LB C MT20 5.Ox 6.0-0.5-0.6 0.86 HANDLING , INSTALLING 6 M MT20 3.Ox 3.0-0.5 Ctr 0.78 BRACING TRUSSES. Plus 1 UBC LL Load Case(s) E MT20 3.Ox 4.0-0.9-0.4 0.82 3. SEE ATTACHED DETAIL SHEET Plus 1 DL Load Case(S) I 14T20 4.Ox 4.0-1.0 Ctr 0.97 FOR: 1-JACK NAILS. L MT20 3.Ox 4.0 1.0 Ctr 0.96 2-TBRACE. 3-BEARING BLOCK. Checked for NonConcusrent 200 Lbs Moving Point Load applied REFER TO ONLINE PLUS GENERAL at Panel Points and Mid -panel NOTES AND SYMBOLS SHEET FOR on BC ADDITIONAL SPECIFICATIONS. Onfine Plus"' 0 Copyngnl MTek®1996-2011 Version 28.0.OW Engineering-PoNait 6=011 10.28.49 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 2244.3-22444 FT25 1 SP 110002 10400 0 0 #22443-44 - MEL-RY - MORADI HO 1-0-0 HO 1-4-0 TC1 4-9-15 1 6-2-3 6.6 C 2x4 3x3 3x4 'D N O E T 3z4 3x4 3.3 H L M &' 3 A F 1 2.4 R J G I H x4 !la „ 4x4 3x4 3x3 3.10 3.4 W:800 - W:508 R: 718 R: 692 HC - -2 ALL PLATES ARE MT2020 Scale: 0.545" = i' Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 CSI -Size- ----Lumber---- TC 0.22 2x 4 SP-#2 BC 0.66 2x 4 SP-#2 WB 0.58 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 0- 2 BC Cont. 0- 0- 0 11- 0- 2 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft--1.00 BC Fb=1.00 Fr-1.00 Ft=1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 718 F 693 Jt Brg Size Required A 8.0" 1.5". F 5.5" 1.5" LC# 1 Standard Loading Der Fctrs - Lbr 1.00 Plt 1.00 plf - Dead Live* From To TC V 20 80 0.01 11.0' BC V 10 0 0.0' 11.01 TC V 200 0 4.8' CL-LB Plus 1 DEC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MSTeka Online Plus- N -O 0.13 1733 C 0.04 0.09 O -E 0.11 1066 C 0.01 0.10 --------Bottom Chords --------- * -K 0.18 0 T 0.00 0.18 K -07 0.45 1335 T 0.30 0.15 J -G 0.66 2233 T 0.51 0.15 G -I 0.65 2301 T 0.53 0.12 I -H 0.38 1066 T 0.16 0.22 H -F 0.22 0 T 0.00 0.22 A -B D:13 688 C B -K 0.58 1459 T K -L 0.11 574 C L -J 0.39 981 T J -M 0.07 404 C M -G 0.09 226 T G -C 0.04 118 T C -I 0.13 621 C I -N 0.01 83 C 1 -O 0.30 754 T H -O 0.10 555 C e -E 0.48 1207 T F -E 0.13 672 C TL Defl -0.14" in J -G L/868 LL Defl -0.06" in J -G L/999 DL Defl -0.12" at G L/949 Shear // Grain in C -N 0.19 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MISS 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 3.Ox 4.0 1.0-0.3 0.92 L MT20 3.Ox 4.0 0.5 Ctr 0.88 C mT20 6.Ox 6.0-0.5-0.6 0.76 O MT20 3.Ox 3.0-0.5 Ctr 0.86 E MT20 3.0x 4.0-0.9-0.4 0.80 K MT20 4.Ox 4.0-1.0 Ctr 0.84 J MT20 3.Ox 4.0-0.5 Ctr 0.88 H MT20 3.Ox 4.0 1.0 Ctr 0.91 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Trues B -L 0.11 1335 C 0.02 0.09 Analysis Conforms To: L -M 0.22 2233 C 0.06 0.16 FBC2007 M -C 0.22 2317 C 0.07 0.15 TPI 2002 C -N 0.19 1737 C 0.04 0.15 Design checked for 10 psf non- OnlinePlus'•CCopydght MHeket996-20ll Vemlon28.0.006Engineedng-Pod il6/2R0'Ml0.26:50AM Pagel concurrent LL on BC. Provide drainage to prevent water pending. This truss mast be installed as shown. It cannot be installed upside-down. Max comp. force 2317 Lbs Max tens, force 2301 Lbs Connector Plate Fabrication Tolerance - 209 This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 1!!CAUTION!11 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 2244a3-22444 FT26 1 SP 110300 10400 0 0 -#22443-44 - MEL-RY - MORADI- SO 1-0-0 SO 1-4-0 TCJ 5-8-2 5-6-14 D Sx6 2.4 3x3 3x4 3x4 3x3 3x3 C N O E T B L M PM 1-4-0 2.4 E J G I H x4 4x4 3x3 3.3 axe 3x4 W: 800 W:800 R: 618 R: 618 SC 11-3-0 ALL PLATES ARE MT2020 Scale: 0.533" = 7' Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 CHI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.53 2x 4 SP-#2 WB 0.54 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 3- 0 BC Cont. 0- 0- 0 11- 3- 0 pef-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1:00 TC Fb=1.15 Fc1.10 Ft=1.10 BC Ph=1.10 Fc=-1.10 Ft=1.10 Total Load Reactions (Lbsi Jt Down Uplift Horiz- A 619 F 619 Jt Erg Size Required A 8.0" 1.5" F 8.0" 1.5" Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MiTek® Online Plus- -------- Bottom Chords --------- * -K 0.20 0 T 0.00 0.20 K -J 0.38 1284 T 0.26 0.12 J -G 0.53 1981 T 0.41 0.12 G -I 0.45 1845 T 0.38 0.07 I -H 0.23 849 T 0.10 0.13 H -F 0.17 0 T 0.00 0.17 A -B 0.11 590 C B -K 0.54 1371 T K -L 0.09 467 C L -J 0.29 744 T J -M 0.05 266 C M -G 0.05 283 C G -C 0.07 188 T C -I 0.10 516 C I -N 0.01 70 C I -O 0.24 612 T H -O 0.09 493 C H -E 0.39 986 T F -E 0.11 599 C TL Defl -0.12" in J -G L/998 LL Defl -0.08" in J -G L/999 DL Defl -0.12" at G L/952 Shear // Grain in J -G 0.19 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TSH 18 Ga, Gross Area Jt Type Plt Size R Y JSI B MT20 3.Ox 4.0 1.0-0.3 0.88 L MT20 3.Ox 3.0 0.5 Ctr 0.82 C MT20 5.0x 6.0-0.5-0.6 0.82 E MT20 3.Ox 4.0-0.4-0.2 0.80 K MT20 4.Ox 4.0-0.5 Ctr 0.92 J MT20 3.Ox 3.0-0.5 Ctr 0.82 H MT20 3.Ox 4.0 0.5 Ctr 0.90 REFER TO ONLINE PLUS GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR ----------Top Chords---------- ADDITIONAL SPECIFICATIONS. B -L 0.11 1284 C 0.01 0.10 L -M 0.18 1981 C 0.04 0.14 NOTES: M -C 0.16 1839 C 0.03 0.13 Trusses Manufactured by: C -N 0.10 1380 C 0.01 0.09 East Coast Truss N -0 0.07 1376 C 0.01 0.06 Analysis Conforms To: O -E 0.07 849 C 0.00 0.07 FBC2007 Online Plus^'®Copyright MRekQl8 2011 Version 28.0.006 Engineering- Pomait 6=0111028:50AM Pagel TPI 2002 Design checked for 10 ps£ non - concurrent LL on BC. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force - 1981 Lbs Max tens. force 1981 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ 11BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job I Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 FT27GE 1 Sp 110300 10400 0 0 #22443-44 - 14EL-RY - MORADI SO 1-0-0 SO 1-4-0 TCj 6-6-4 1 4-B-12 3.6 C 2x4 2x T 4 •2x4 H J L D N P E MeB 1-4-0 A F 2x4 I R M G O Q 02.4 2x4 g Be - - 8 ALL PLATES ARE MT2020 See Joint H For Typical Gable Plate Size and Placement Scale: 0.533" =1' Online Plus -- Version 28.0.006 RUN DATE: 31-MAY-11 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-N2 BC 0.13 2x 4 SP-62 WB 0.06 2x 4 SP-#3 GW 0.09 2x•4 SP-#3 Brace trues as follows: O.C. From To TC Cont. 0- 0- 0 11- 3- 0 BC Cont. 0- 0- 0 il- 3- 0 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ftzl.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1438 790 U 94 R Jt Brg Size Required A 135.0" 0"-to- 1351' LCN 1 Standard Loading Dur Fetrs - Lbr 1.00 Plt 1.00 plf - Dead Live* From To TC V 20 80 0.0' 11.2' EC V 10 0 0.0' 11.2' TO V 200 0 6.5' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -H 0.06 15 T 0.00 0.06 H -J 0.08 26 C 0.00 0.08 J -L 0.09 33 C 0.00 0.09 MiTek® Online Plus- L -C 0.05 33 C 0.00 0.05 C -N 0.05 21 T 0.00 0.05 N -P 0.07 34 T 0.00 0.07 P -E 0.06 28 T 0.00 0.06 --------Bottom Chords --------- A -I 0.04 0 T 0.00 0.04 I -K 0.08 0 T 0.00 0.08 K -M 0.04 0 T 0.00 0.04 M -G 0.01 0 T 0.00 0.01 G -O 0.03 0 T 0.00 0.03 O -Q 0.13 0 T 0.00 0.13 Q -F 0.06 0 T 0.00 0.06 A -B 0.05 80 C 0.00 0.05 G -C 0.01 266 C 0.00 0.01 F -E 0.06 76 C 0.00 0.06 ----------Gable Webs---------- I-H 0.04 180 C 0.03 0.01 K -J 0.06 207 C 0.00 0.06 M -L 0.05 164 C 0.03 0.02 O -N 0.06 166 C 0.00 0.06 Q -P 0.09 186 C 0.00 0.09 TL Defl 0.00" in Q -F L/999 LL Defl 0.00" in Q -F L/999 DL Defl 0.00" at L/999 Shear // Grain in I -K 0.31 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 1B Ga, Gross Area Jt Type Plt Size X Y JSI C MT20 3.Ox 6.0-0.5-0.6 0.69 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water pending. Refer to Gen Det 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140'mph Mean Roof Haight: 20-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 6.0 psf BC Dead Load 3.0 psf Max comp. force 266 Lbe Max tens. force 180 Lbs Connector Plate Fabrication Tolerance = 20% This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cared, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.EAEB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Online Plus"' O Capydgnt MTek®19962011 Version 28.0.008 EngineeMg -Portrait 6=0111028:51 AM Pagel Jon Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 FL3 2 M100 111108 10400 0 0 1#22443-44 - MEL-RY - MORADI SO1-4-0 Ho 1-4-0 TCJ 1 1-2-8 II 2-0-0 II 9-8 1 9-8 1 5x5 C 3x3 3.3 3.3 3x3 3x3 3.6 A B E R J L S BF T Pro 1-4-0 G Q P K M O N I .3 W:308 3x4 3x3 1x4 lx4 3.3 4x4 R: 667 Common Diagonal: 1-3-0 D lx4 W:508 R: 644 SC m 6-2-8 m 6 11-11-8 Ea ALL PLATES ABE MT2020 Scale: 0.522' = V MiTek® Online Plus - Online Plus -- Version 28.0.006 P -K 0.63 1464 T 0.23 0.40 strongbacks (on edge) every RUN DATE: 26-MAY-11 K -M 0.66 1464 T 0.23 0.43 10.0 Ft. Fasten to each M -O 0.66 1464 T 0.23 0.43 truss w/ 3-10d(0.131"x3") CSI -Size- ----Lumber---- O -N 0.48 1098 T 0.11 0.37 nails at truss member (a). TC 0.41 4x 2 SP-#2 N -G 0.26 0 T 0.00 0.26 This truss must be installed BC 0.66 .4x 2 SP-#2 -------------Webs------------- as shown. It cannot be WB 0.31 4x 2 SP-#3 D -C 0.08 215 T installed upside-down. C -Q 0.30 770 T Max comp. force 1464 Lbs _ Brace truss as follows: Q -R 0.15 722 C Max tens. force 1464 Lbs O.C. From To R -P 0.12 321 T Connector Plate Fabrication TO Cont. 0- 0- 0 11-11- B P -J 0.06 335 C Tolerance = 10% SC Cont. 0- 0- 0 11-11- 8 K -J 0.05 125 T This truss is designed for a M -L 0.07 198 T creep factor of 1.5 which psf-Ld Dead Live L -O 0.09 477 C is used to calculate total TC 10.0 40.0 0 -S 0.14 354 T load deflection. BC 5.0 0.0 S -N 0.14 710 C FABRICATOR NOTES: TC+BC 15.0 40.0 N -F 0.31 778 T 1. EAST COAST TRUSS Total 55.0 Spacing 24.0" G -F 0.06 350 C 5285 ST.LUCIE BLVD. Lumber Duration Factor 1.00 G -F 0.06 350 C FORT PIERCE,FL 34946 Plate Duration Factor 1.00 TO Fb=1.15 Fc=1.10 Ft=1.10 TL Defl -0.11" in P -K L/999 S. Salim Cerci, P.E. BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl -0.08" in P -K L/999 5407 Wellcraft Dr. DL Defl -0.12" at K L/999 Greenacres, FL.33463 Total Load Reactions (Lbs) Shear // Grain in G -G 0.32 Jt Down Uplift Horiz- MAURICE A. SHASHOUA, C 668 Plates for each ply each face. P.E.#EB5251 6 19554 G 645 Plate - MT20 20 Ga, Gross Area 1908 NW 112 AVE. Plate - MTBH 18 Ga, Gross Area CORAL SPRINGS, FL 33071 Jt Erg Size Required Jt Type Plt Size X • Y JSI 2. !!!CAUTION!!! READ "SCSI-B1 C 3.0" 1.5" C MT20 5.Ox 5.0 1.0 0.5 0.66 SUMMARY SHEET" BEFORE G 5.5" 1.5" E MT20 3.Ox 3.0-0.9 Ctr 0.33 HANDLING , INSTALLING 6 F MT20 3.Ox 6.0 Ctr-0.2 0.84 BRACING TRUSSES. Plus 2 Unbalanced Load Cases D MT20 1.Ox 4.0 Ctr 0.5 0.69 3. SEE ATTACHED DETAIL SHEET Plus 1 UBC LL Load Case(s) Q MT20 3.Ox 4.0-0.5 Ctr 0.97 FOR: 1-JACK NAILS. Plus 1 DL Load Cass(s) K MT20 1.0x 4.0 Ctr 0.5 0.40 2-TBRACE. 3-BEARING BLOCK. M MT20 1.Ox 4.0 Ctr 0.5 0.63 Checked for NonConcurrent 200 N MT20 4.Ox 4.0 Ctr 0.5 0.86 Lbs Moving Point Load applied at Panel Points and Mid -panel REFER TO ONLINE PLUS GENERAL on BC NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-End ---------- Top Chords---------- NOTES: A -C 0.03 0 T 0.00 0.03 Trusses Manufactured by: C -E 0.05 312 C 0.00 0.05 East Coast Truss C -E 0.06 312 C 0.00 0.06 Analysis Conforms To: E -R 0.38 567 C 0.00 0.38 FBC2007 R -J 0.39 1301 C 0.01 0.3B TPI 2002 J -L 0.41 1464 C 0.01 0.40 Design checked for 10 psf non- * -S 0.40 1260 C 0.00 0.40 concurrent LL on BC. S -F 0.32 584 C 0.00 0.32 Max gap between edge of brg --------Bottom Chords--------- and end vertical or D -Q 0.30 0 T 0.00 O:30 diagonal web is 1/2". Q -P 0.46 1086 T 0.11 0.35 Provide 2X6 continuous Online PNs" 0 Cepydght MJekO 1998-2011 Version 28.0.006 Engineering -Portrait 11W011 10:28:52 AM Pagel Joe Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 FL4 7 Mloo 130000 10400 0 0 I #22443-44 - MEL-RY - MORADI HO 1-4-0 HO 1-4-0 Tel 1 1-2-8 II 2-0-0 II 1-4-8 1 5.5 C 3x3 3.3 3.3 3.3 3x3 3x6 A B E R J L S H F T 1-4-0 G Q P x M O N1 2.3 W:308 4x4 3.3 lx4 1.4 3x3 4x4 n R: 725 Common Diagonal: 1-3-0 D /IIJI lx4 HGR R: 701 ALL PLATES ARE MT2020 Scale: 0.484" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- TC 0.45 4x 2 SP-42 BC 0.65 4x 2 SP-#2 WB 0.35 4x 2 SP-43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 0- 0 BC Cont. 0- 0- 0 13- 0- 0 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Eb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ftl.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 725 G 702 Jt Brg Size Required C 3.01' 1.5" G 3.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -C 0.03 0 T 0.00 0.03 C -E 0.06 346 C 0.00 0.06 C -E 0.06 346 C 0.00 0.06 E -R 0.36 629 C 0.00 0.36 R -J 0.37 1483 C 0.01 0.36 MSTekO Online Plus- * -L 0.36 1759 C 0.01 0.35 L -S 0.45 1495 C 0.01 0.44 S -F 0.44 658 C 0.00 0.44 --------Bottom Chords --------- D -Q 0.29 0 T 0.00 0.29 Q -P 0.4B 1200 T 0.12 0.36 P -K 0.65 1759 T 0.27 0.38 K -M 0.65 1759 T 0.27 0.38 M -0 0.64 1759 T 0.27 0.37 O -N 0.48 1237 T 0.12 0.36 N -G 0.27 0 T 0.00 0.27 ------------- Webs ------------- D -C 0.08 214 T C -Q 0.34 854 T Q -R 0.16 795 C R -P 0.16 404 T P -J 0.09 479 C K -J 0.06 156 T M -L 0.05 139 T L -0 0.09 451 C O -S 0.14 374 T S -N 0.16 804 C N -F 0.35 B77 T G -F 0.07 382 C G -F 0.07 382 C TL Defl -0.13" in M -O L/999 LL Defl -0.09" in M -O L/999 DL Defl -0.12" at M L/999 Shear // Grain in G -G 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga. Gross Area Jt Type Plt Size X Y JSI C MT20 S.Ox 5.0 1.0 0.5 0.73 E MT20 3.Ox 3.0-0.9 Ctr 0.33 F MT20 3.Ox 6.0 Ctr-0.2 0.95 D MT20 1.10x 4.0 Ctr 0.5 0.68 Q MT20 4.Ox 4.0 Ctr 0.5 0.99 K M720 l.Ox 4.0 Ctr 0.5 0.50 M M720 l.Ox 4.0 Ctr 0.5 0.45 N MT20 4.Ox 4.0 Ctr 0.5 0.97 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/211. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-10d(0.131"x39 nails at truss - ember(s)-This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1759 the Max tone. force 1759 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.EAEB5251 S 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-REARING BLOCK. Online Plus" GCopyegm MRek0t096-2011 Verson 28.0.006 EngineeMg-Pmtratt 52201110:28:53AM Pagel Jmb Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 FLS 1 3 M100 130308 10400 0 0 '#22443-44 - MEL-RY - MORADI RO 1-4-0 HO 1-4-0 TCj 11-2-8 II 2-0-0 II 9-4 1 9-4 I m 0 Sx5 1.3 C 3x3 3.3 3x3 lx4 3x3 3.3 3x6 A R D Q _ E F R S G T 1-4-0 H W:308 P R: 734 4.4 O J I N 3.3 1.4 3x3 3.3 M 4.4 4.4 K Common Diagonal: 1-3-0 M 1x4 W:308 R: 711 BC m 6-2-0 6-9-3 13 ALL PLATES ARE MT2020 Scale: 0.468" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.38 4x 2 SP-#2 BC 0.61 4x 2 SP-#2 WB 0.35 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 3- BC Cont. 0- 0- 0 13- 3- psf-Ld Dead Live TO 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration. Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fr-1.10 Fta1.10 BC Eb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 734 H 712 Jt Erg Size Required C 3.011 1.51T H 3.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MOMbr CSI P Lbs Axl-CSI-End ---------- Top Chords __-_-_____ A -C 0.03 0 T 0.00 0.03 C -D 0.06 351 C 0.00 0.06 C -D 0.06 351 C 0.00 0.06 D -Q 0.36 638 C 0.00 0.36 Q -E 0.38 1513 C 0.01 0.37 E -F 0.38 1799 C 0.01 0.37 8 -R 0.38 1799 C 0.01 0.37 R -S 0.35 IB41 C 0.02 0.33 S -G 0.33 664 C 0.00 0.33 --------Bottom Chords --------- X -P 0.29 0 T 0.00 0.29 MiTek® Online Plus- * -0 0.48 1218 T 0.12 0.36 O -J 0.61 1799 T 0.28 0.33 J -1 0.61 1799 T 0.28 0.33 I -N 0.59 1701 T 0.28 0.31 N -M 0.58 1247 T 0.12 0.46 M -H 0.26 0 T 0.00 0.26 ------------- Webs --__-________ K -C 0.08 214 T C -P 0.34 866 T P -Q 0.16 808 C Q -O 0.16 419 T O -E 0.09 480 C J -E 0.06 157 T I -F 0.04 232 C I -R 0.15 398 T R -N 0.06 300 C N -S 0.16 406 T S -M 0.16 810 C M -G 0.35 884 T H -G 0.07 387 C H -G 0.07 387 C TL Defl-0.131' in I -N L/999 LL Defl -0.09" in I -N L/999 DL Defl-0.1211 at I L/999 Shear // Grain in H -H 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTSH 18 Ga, Gross Area Jt Type Plt Size X Y JSI C MT20 5.Ox 5.0 1.0 0.5 0.74 D MT20 3.Ox 3.0-0.9 Ctr 0.33 F MT20 1.OX 4.0 Ctr-0.5 0.33 G MT20 3.Ox 6.0 Ctr-0.2 0.96 K MT20 l.Ox 4.0 Ctr 0.5 0.68 P MT20 4.Ox 4.0 Ctr 0.5 1.00 J MT20 1.0x 4.0 Ctr 0.5 0.50 M MT20 4.Ox 4.0 Ctr 0.5 0.98 H MT20 4.Ox 4.0 1.2 0.5 0.17 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FEC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/211. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-10d(0.131"x3") nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp, force 1799 Lbs Max tens. force 1799 Iles Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SRASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Onl'me Plus"'OCopyright M7ekOr1Sg&2011Vesian28.O.Ws Engineemg-Pa H 6=01110:28:UAM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 2244177-22444 FL 1 3 M100 71008 10400 0 0 I 422443-44 - MEL-RY - MORADI HO 1-4-0 NO 1-4-0 m 0 TC1 I 1-1-12 I I 2-0-0 I I 1-2-4 1 3x6 1.3 C 3.3 3.3 3.3 3.4 D E F 1-4-0 s!4. 1 s W :308 N J I M 4.4 R: 436 3.3 1x4 1x4 3.3 Common Diagonal: 1-3-0 .z. x 1.4 w:508 R: 414 BC -8 3-7- 3-11-4 A ' ALL PLATES ARE MT2020 Scale: 0.732" = V r, a Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.32 4x 2 SP-N2 BC 0.47 4x 2 SP-N2 WE 0.17 4x 2 SP-k3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7-10- 8 BC Cont. 0- 0- 0 7-10- 8 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 F�1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 437 H 414 Jt erg Size Required C 3.0" 1.5" H 5.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Casa(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MSTek® Online Plus- * -D 0.07 171 C 0.00 0.07 D -8 0.29 311 C 0.00 0.29 E -F 0.28 591 C 0.00 0.28 F -G 0.32 322 C 0.00 0.32 --------Bottom Chords --------- * -N 0.28 0 T 0.00 0.28 N -J 0.37 591 T 0.06 0.31 J -I 0.47 591 T 0.08 0.39 I -M 0.39 591 T 0.06 0.33 M -H 0.27 0 T 0.00 0.27 ------------- Webs _____-______- K -C 0.08 218 T C -N 0.16 422 T N -E 0.08 396 C J -E 0.06 161 T I -F 0.05 148 T F -M 0.07 374 C M -G 0.17 428 T H -G 0.04 223 C H -G 0.04 223 C TL Defl -0.04" in J -I L/999 LL Defl -0.03^ in J -I L/999 DL Defl 0.00" at L/999 Shear // Grain in H -H 0.33 Plates for each ply each face. Plate - MT20 20 Ga, Grose Area Plate - MTBH 18 Ga, Grose Area Jt Type Plt Size X Y JSI D MT20 3.Ox 3.0-0.9 Ctr 0.33 G MT20 3.Ox 4.0 0.5 Ctr 0.78 K MT20 1.Ox 4.0 Ctr 0.5 0.69 J MT20 1.Ox 4.0 Ctr 0.5 0.51 I MT20 S.Ox 4.0 Ctr 0.5 0.47 H M720 4.Ox 4.0 1.2 0.5 0.13 REFER TO ONLINE PLUS Gw74F.Rar. NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Mamba CSI P Lbs Axl-CSI-Hnd NOTES: ----------Top Chords---------- Trusses Manufactured by: A -C 0.03 0 T 0.00 0.03 East Coast Trues C -D 0.06 171 C 0.00 0.06 Analysis Conforms To: Online Plus^'OCop!rtiBM MJek07996-2017 Version 29.0.098 Fs91naeflng-Pomalt 6/1(2071702a:54 AM Pagel FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and sad vertical or diagonal web is 1/211. This truss moat be installed as shown. It cannot be installed upside-down. Max comp. Force 591 Lbs Max teas. force 591 I.ba Connector Plate Fabrication Tolerance = 10$ This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIEACE,FL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAVRICE A. SHASHOUA, P.E.NEH5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!lCAUTIONII! READ "BC32-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TelU10E. 3-RcnRrNG BLOCK. Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 FL 1 M100 40409 10400 0 0 #22443-44 - MEL-RY - MORADI NO 1-4-0 NO 1-4-0 m 0 TC 1 I 9-1 I � 1 4x4 lx3 C 1x4 3.3 2.3 _ D R T 1-4-0 1 ty " F G J I W:308 1x4 3x3 3.6 R: 267 Common Diagonal: 1-3-0 W:508 R: 270 HC - 5 ALL PLATEN ARE MT2020 Scale: 0.760" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- ----Lumber---- TC 0.29 4x 2 SP-#2 BC 0.44 4x 2 SP-#2 WB 0.08 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 4- 9 BC Cont. 0- 0- 0 4- 4- 9 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 -40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fr-1.10 Ft=1.10 BC Fb=1.10 Fr-1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 268 I 270 Jt Erg Size Required C 3.5" 1.5" I 5.5" 1.5" Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -C 0.08 0 T 0.00 0.08 C -K 0.29 161 C 0.00 0.29 MiTek® Online Plus" K -E 0.29 0 T 0.00 0.29 --------Bottom Chords --------- * -J 0.29 0 T 0.00 0.29 J -I 0.44 140 T 0.01 0.43 I -F 0.27 0 T 0.00 0.27 G -C 0.08 215 T C -J 0.08 219 T J.-K 0.04 104 T K -I 0.04 240 C I -E 0.00 4 T I -E 0.00 4 T TL Defl 0.01" in J -I L/999 LL Defl 0.01" in J -I L/999 DL Defl 0.00" at L/999 Shear // Grain in I -F 0.33 Plates for each ply each face. Plate - MT20 20 Ga. Gross Area Plate - MTOR 18 Ga, Gross Area Jt Type Plt Size R Y JSI C MT20 4.Ox 4.0 0.5 1.0 0.62 G MT20 S.Ox 4.0 Ctr 0.5 0.69 1 MT20 3.Ox 6.0 1.0 Ctr 0.23 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FEC2007 TPI 2002 Design checked for SO psf non - concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/219. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 240 Lbs Max tens. force 219 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5205 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres. FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Ongne Pioa"' 0 Copyright MJek01996-2011 Version 28.0.006 Engneenng -portrait 6=01110:28:55AM Pagel Job Mark Quan Type Span P1-H3 Left OH Right OH Engineering 22443-22444 FLS 1 1 M100 90914 10400 0 0 #22443-44 - MEL-RY - MORADI SO 1-4-0 HO 1-4-0 TC 1 1 9-12 1 9-12 1 1 10-11 1 _ 3x4 3x3 3x3 1x4 3.3 1x4 4.4 AJ 0 P H Q C DE F T 1-4-0 I 2x3 K N M H,i L G 3.3 3x3 3x6 3.3 1x4 Common Diagonal: 1-3-0 W:308 R: 244 7 M Cant:3-10-14 W:508 W:508 R: 281 R: fill e_ _ _ _lb-11 69-9-24 ALL PLATES ARE MT2020 Scale: 0.580" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- ----Lumber---- TC 0.34 4x 2 SP-#2 BC 0.50 4x 2 SP-#2 WB 0.11 4x 2 SP-#3 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 9- 9-14 BC Cont. 0- 0- 0 9- 9-14 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fr-1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ftn1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 281 H 612 D 244 Jt Erg Size Required I 5.5" 1.5" H 5.5" 1.5" D 3.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case (a) Plus 1 DL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MSTek® Online Plus- P -B 0.12 203 T 0.04 0.08 B -g 0.33 203 T 0.04 0.29 Q -D 0.31 132 C 0.00 0.31 D -F 0.07 0 T 0.00 0.07 --------Bottom Chords --------- I -H 0.29 0 T 0.00 0.29 N -M 0.50 317 T 0.04 0.46 M -H 0.26 51 T 0.00 0.26 H -L 0.32 97 C 0.00 0.32 L -G 0.27 0 T 0.00 0.27 ------------- Webs ------------- I -A 0.02 151 C I -A 0.02 151 C A -N 0.11 278 T N -0 0.04 193 C O -M 0.04 223 C M -P 0.10 251 T P -H 0.07 391 C H -B 0.00 34 C H -Q 0.06 331 C Q -L 0.05 139 T L -D 0.07 179 T G -D 0.08 203 T TL Defl 0.02" in N -M L/999 LL Defl 0.02" in N -M L/999 DL Defl 0.00" at L/999 Shear // Grain in I -I 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 0.51 B MT20 1.Ox 4.0 Ctr-0.5 0.33 D MT20 4.Ox 4.0-0.5 1.0 0.58 G MT20 1.Ox 4.0 Ctr 0.5 0.65 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Truss A -0 0.34 209 C 0.00 0.34 Analysis Conforms To: O -P 0.34 180 C 0.00 0.34 FEC2007 Odin Plus- m Copoghl MRekV 1996.2011 Vamicn 2&0.006 Engineenng-POmall aW011 1 :28:55 AM Pagel TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/211. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 391 Lbs Max tens. force 317 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SRASHOUA, P.E.#EB5251 S L9554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !11CAUTION!11 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEhRTNG BLOCK. Job Nark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 FL9 1 M100 130506 10400 0 0 #22443-44 - MEL-RY - MORADI SO 1-4-0 BO 1-4-0 TC 1 1 9-12 1 9-12 1 1 1-1-6 11 9-5 1 3x4 3x3 3x3 3.3 3x3 3.3 2x3 4x4 e A L Y Z B AA 88 CD F G �- T '1W 1-4-0 M&NOW, x 2x3 W:308 A: 258 Cant:l- 3- 8 W:508 W:508 W:508 ' R: 266 Common Diagonal: 1A2-954 R: 269 BC 5-8-4 1 S-8-7 -7 1- 13-5-6 ALL PLATES AVE 1472020 Scale: 0.421" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.35 4x 2 SP-#2 BC 0.51 4x 2 SP-#2 WB 0.19 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 1-14 BC Cont. 0- 0- 0 13- 1-14 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- K 267 J 854 T 269 F 258 Jt Erg Size Required K 5.5" 1.5" J 5.5" 1.5" T 5.5" 1.5" F 3.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 DEC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lba Axl-CSI-Had ----------Top Chords ---------- A -Y 0.35 196 C 0.00 0.35 Mi1'elc® Online Plus- * -Z 0.35 146 C 0.00 0.35 Z -e 0.30 412 T 0.08 0.22 e -AA 0.32 109 T 0.01 0.31 AA -BB 0.31 311 C 0.00 0.31 BB-C 0.19 139 C 0.00 0.19 C -E 0.08 76 C 0.00 0.08 C -E 0.09 76 C 0.00 0.09 E -F 0.35 0 T 0.00 0.35 F -G 0.02 0 T 0.00 0.02 --------Hottam Chords --------- * -X 0.29 0 T 0.00 0.29 X -W 0.49 281 T 0.03 0.46 W -J 0.26 215 C 0.00 0.26 J -V 0.29 412 C 0.00 0.29 V -U 0.51 314 T 0.04 0.47 U -T 0.30 309 T 0.01 0.29 T -I 0.30 309 T 0.01 0.29 I -H 0.18 0 T 0.00 0.18 A -A 0.02 142 C K -A 0.02 142 C A -X 0.10 261 T R -Y 0.03 169 C Y -W 0.06 303 C W -Z 0.11 275 T Z -J 0.07 393 C J -B 0.10 520 C H -V 0.19 476 T V -AA 0.08 430 C AA-U 0.06 171 T U -BB 0.05 128 T BB -I 0.05 285 C I -C 0.02 146 C I -E 0.09 233 T H -E 0.08 222 T TL Defl 0.02" in X -W L/999 LL Defl 0.02" in X -W L/999 DL Defl -0.12" at U L/480 Shear // Grain in F -F 0.37 Plates for each ply each face. Plate - MT20 20 Ga, Grose Area Plate - MTBH 18 Ga, Grose Area Jt Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 0.48 E 14T20 4.Ox 4.0-0.5 1.0 0.65 E MT20 S.Ox 9.0 Ctr 0.5 0.71 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast TivBa Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 ps£ non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 520 Lbs Max tens. force 476 Lbs Connector Plate Fabrication Tolerance = 106 This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33963 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORN. SPRINGS, FL 33071 2. !!lCAUTION!11 READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACKED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBAACE. 3-HEARING BLOCK. Online Plus^' ® Copynght MReke t990-2011 Version 28.0.006 EnginaeM9-Patrail 6I1J2011 10:2a:56 AM Pagel Jon Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 22443-22444 FLIO 1 M100 130009 10400 0 0 #22443-44 - MEL-RY - MORADI HO 1-4-0 NO 1-4-0 TC� I 1-1-7 111-1-101 I 3x4 3x3 3x3 3x3 3.6 3x3 5x5 D A J Q R H H C E F TManWEE 1-4-0 am Im _ in - 2x3 n lul Covwon Diagonal: 1-3-0 y1 Yf:�'*a'jl W:308 R: 159 U: 243 Cant:2- 7-10 HGR W:508 G lx4 R: 488 R:3083 HC - - - - 0 m g 13-0-9 ALL PLATES ARE W2020 Scale: 0.417" =1' o. ME �,. Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- ----Lumber---- TC 0.38 4x 2 SP-#2 BC 0.59 4x 2 SP-#2 WB 0.28 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 0- 9 EC Cont. 0- 0- 0 13- 0- 9 pef-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55,0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fr-1.10 Fta1.10 BC Pb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 489 H 1084 D 159 244 G G = Gravity Uplift Jt Erg Size Required I 3.5" 1.5" R 5.5" 1.5" D 3.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 DEC LL Load Case (a) Plus 1 DL Load Case(s) Checked for NonConcuxrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Hnd ----------Top Chords---------- A -Q 0.35 414 C 0.00 0.35 Q -R 0.35 822 C 0.00 0.35 MiTek® Online Plus" R -S 0.29 634 C 0.00 0.29 S -B 0.34 123 T 0.02 0.32 B -C 0.38 323 T 0.06 0.32 C -D 0.09 177 T 0.03 0.06 C -D 0.09 177 T 0.03 0.06 D -F 0.03 0 T 0.00 0.03 --------Bottom Chords --------- I -P 0.29 0 T 0.00 0.29 P -O 0.46 768 T 0.08 0.38 O -N 0.59 851 T 0.10 0.99 N -M 0.51 390 T 0.04 0.47 M -H 0.29 616 C 0.00 0.29 H -L 0.20 616 C 0.00 0.20 L -G 0.26 0 T 0.00 0.26 I -A 0.05 265 C I -A 0.05 265 C A -P 0.22 551 T P -Q 0.10 493 C Q -O 0.07 184 T O -R 0.05 138 T R -N 0.06 307 C N -S 0.13 345 T 3 -M 0.14 714 C M -e 0.28 704 T H -H 0.21 1052 C 8 -L 0.16 917 T L -D 0.09 438 C G -D 0.08 205 T TL Defl -0.03" in O -N L/999 LL Defl -0.02" in O -N L/999 DL Defl -0.12" at O L/927 Shear // Grain in I -I 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Grose Area Plate - MTBH 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 1.00 8 MT20 3.Ox 6.0 Ctr-0.2 0.88 C MT20 3.Ox 3.0 0.9 Ctr 0.33 D 14T20 5.Ox 5.0-1.0 0.5 0.29 M MT20 3.Ox 9.0 0.5 Ctr 0.99 8 MT20 1.Ox 4.0 Ctr 0.5 0.70 G MT20 1.Ox 4.0 Ctr 0.5 0.66 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 paf non - concurrent LL on BC. Max gap between edge of bxg and end vertical or diagonal web is 1/2". This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1052 Lbs Max tens. force B51 Lbs Connector Plata Fabrication Tolerance = 10& This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 3T.LUCIE BLVD. FORT PIERCE,FL 39946 S. Salim Cexci, P.E. 5407 Wellcraft Dr. Greanacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EH5251 6 19554 1906 NW 112 AVE. CORAL SPRINGS, FL 33071 2, O)CAUTIONIII READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-THAACE. 3-HEARING BLOCK. Onfina Plus"' 0 CapyagM MRek®1996-2011 Version 28.0.006 EngneeMO-PaVelt BI22011 16.2B:5] AM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 2244.E-22444 FLll 1 M100 130308 10400 0 0 R22443-44 - MEL-RY - MORADI SO 1-4-0 HO 1-4-0 TCI 1 1-1-7 1 1 3x4 3x3 3.3 3x3 3.6 3x3 Sx5 A J Q R S B C D F T 1-4-0 I 2x3 K P 0 N M H L G 3x3 3x3 3.3 3.4 1x4 3.3 1x4 Common Diagonal: 1-3-0 W:308 R: 169 U: 212 Cant:2-10- 9 HGR W:508 R: 488 R:1071 C _ _ e m 13-3-8 EzI ALL PLATES ARE MT2020 Scale: 0.409" = V Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- TC 0.43 4x 2 SP-#2 BC 0.59 4x 2 SP-#2 WE 0.28 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 3- 8 BC Cont. 0- 0- 0 13- 3- 8 paf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 F�1.10 Ft-1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 489 H 1072 D 170 212 G G = Gravity Uplift Jt Erg Size Required I 3.5" 1.5" H 5.5" 1.5" D 3.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd __________Top Chords -_-_______ A -Q 0.35 413 C 0.00 0.35 Q -R 0.35 822 C 0.00 0.35 MiTek® Online Plus- R -S 0.28 634 C 0.00 0.28 S -B 0.39 123 T 0.02 0.37 B -C 0.43 321 T 0.09 0.37 C -D 0.10 176 T 0.03 0.07 C -D 0.11 176 T 0.03 0.08 D -F 0.03 0 T 0.00 0.03 --------Bottom Chords --------- I -P 0.29 0 T 0.00 0.29 P -O 0.56 768 T 0.08 0.48 O -N 0.59 850 T 0.10 0.49 N -M 0.51 390 T 0.04 0.47 M -H 0.29 616 C 0.00 0.29 H -L 0.22 616 C 0.00 0.22 L -G 0.31 0 T 0.00 0.31 I -A 0.05 265 C I -A 0.05 265 C A -P 0.22 551 T P -Q 0.10 493 C Q -O 0.07 184 T O -R 0.05 138 T R -N 0.06 309 C N -S 0.13 347 T S -M 0.14 713 C M -B 0.28 705 T H -B 0.20 1042 C B -L 0.16 401 T L -D 0.08 418 C G -D 0.08 206 T TL Defl -0.03" in O -N L/999 LL Defl -0.02" in O -N L/999 DL Defl -0.12" at O L/927 Shear // Grain in I -I 0.32 Plates for each ply each face. Plate - MT20 20 Ga. Gress Area Plate - 14TSH 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 1.00 B MT20 3.Ox 6.0-0.2 Ctr 1.00 C MT20 3.Ox 3.0 0.9 Ctr 0.33 D MT20 5.Ox 5.0-1.0 0.5 0.30 M MT20 3.Ox 4.0 0.5 Ctr 0.99 H MT20 I.Ox 4.0 Ctr 0.5 0.70 G MT20 1.Ox 4.0 Ctr 0.5 0.66 REFER TO ONLINE PLUS GENERAL. NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 paf non - concurrent LL on BC. Max gap between edge of brg and end Vertical or diagonal web is 1/211. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1042 Lbs Max tens. force 850 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellczaft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTIONI!1 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus^ OCopydght MTak®1g96-2011Version28.0.006Englneatlng-P.M t 6=01110:28:58AM Pagel son Nark Quan Type Span PI -HI Left OH Right OH Engineering 22443-22444 Fr 2 i Mioo 130607 10400 0 0 #22443-44 - MEL-RY - MORADI - HO 1-4-0 HO 1-4-0 TCJ I10-1511 2-0-0 II 11-8 1 3.8 3x3 3x3 _ 3x3 1x4 4.4 3x3 5EX50 A L R S B C T D F T 1-4-0 1 K 2.3 NQ P O J ]: N 4x4 3x3 3x3 lx4 4x4 4.4 W:308 n Ij Common Diagonal: 1-3-0 R: 753 II B lx4 BGR R: 731 BC - - - 0 m A 13-6-7 ALL PLATES ARE Mr202O Scale: 0.456" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.94 4x 2 SP-#1 WB 0.36 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 6- 7 BC Cont. 0- 0- 0 13- 6- 7 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor. 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fr-1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- X 731 E 754 Jt Erg Size Required K 3.5" 1.5" E 3.0" - 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurxent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -R 0.33 688 C 0.00 0.33 R -S 0.36 1601 C 0.02 0.34 S -B 0.51 1890 C 0.04 0.47 B -C 0.88 1744 C 0.02 0.86 C -T 0.88 1744 C 0.02 0.86 T -D 0.32 622 C 0.00 0.32 D -E 0.07 342 C 0.00 0.07 D -E 0.08 342 C 0.00 0.08 E -G 0.03 0 T 0.00 0.03 --------Bottom Chords --------- K -Q 0.22 0 T 0.00 0.22 MiTekO Online Plus- Q -P 0.41 1289 T 0.10 0.31 P -0 0.51 1896 T 0.15 0.36 O -J 0.94 1744 T 0.24 0.70 J -I 0.94 1744 T 0.24 0.70 I -N 0.72 1282 T 0.15 0.57 N -H 0.25 OT 0.00 0.25 K -A 0.07 398 C K -A 0.07 398 C A -Q 0.36 916 T Q -R 0.17 836 C R -P 0.17 433 T P -S 0.08 409 C S -O 0.06 168 T O -B 0.13 339 T J -B 0.05 299 C I -C 0.07 397 C I -T 0.32 815 T T -N 0.19 916 C N -E 0.33 844 T H -E 0.08 210 T TL De£1 -0.26" in O -J L/602 LL Defl -0.17" in O -J L/908 DL Defl -0.12" at J L/999 Shear // Grain in B -C 0.35 Plates for each ply each face. Plate - MT20 20 Ga, Gress Area Plate - 14TSH 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.Ox 8.0 1.4-0.3 0.94 C MT20 1.Ox 4.0 Ctr-0.5 0.33 T MT20 4.Ox 4.0 Ctr-0.5 0.86 D MT20 3.Ox 3.0 0.9 Ctr 0.33 E MT20 S.Ox 5.0-1.0 0.5 0.72 Q MT20 4.Ox 4.0-0.2 0.5 0.90 J MT20 S.Ox 4.0 Ctr 0.5 0.33 I MT20 4.Ox 4.0 0.5 0.5 0.75 N MT20 4.Ox 4.0 Ctr 0.5 0.97 H MT20 1.Ox 4.0 Ctr 0.5 0.67 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end Vertical or diagonal web is 1/211. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-10d(0.131"x3") nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1890 Lbs Max tens. force 1896 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcra£t Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 S 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !11CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Onfne Plus"' OCopydght MTekO 1995-2011 Vemlon 28.0.006 Engineenng - PoRreO 60=1 102B:59 AM Page l Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 2244,3-22444 FL13 I 1 M100 100514 10400. 0 0 I #22443-44 - MEL-RY - MORADI SO 1-4-0 HO 1-4-0 m 0 TC'rl I 1-2-15 II 2-0-0 II 1-2-7 I 1 Sx5 1.3 P 4.4 3x3 2x4 1x4 3x3 3.3 A O I K P H E D T B 1-4-0 - C :;.a axe N i.-: W:308 3.3 3x3 3.3 3x3 R: 579 Common Diagonal: 1-3-0 O lx4 W:308 R: 557 g _ _ _ m 0 m 5 ALL PLATES ARE MT2020 Scale: 0.571^ = 1' MiTek® Online Plus - Online Plus -- Version 28.0.006 K -P 0.34 1077 C 0.00 0.34 RUN DATE: 26-MAY-11 P -H 0.28 464 C D.00 0.28 NOTES: H -F 0.06 255 C D.00 0.06 Trusses Manufactured by: CSI -Size- ----Lumber---- H -F 0.07 255 C 0.00 0.07 East Coast Truss TC 0.34 4x 2 SP-#2 F -D 0.03 0 T 0.00 0.03 Analysis Conforms To: BC 0.63 4x 2 SP-#2 --------Bottom Chords--------- FBC2007 WB 0.26 4x 2 SP-#3 C -N 0.33 0 T D-.00 0.33 TPI 2002 N -J 0.63 907 T 0.10 0.53 Design checked for 10 paf non - Brace truss as follows: J -L 0.55 1077 T 0.13 0.42 concurrent LL on BC. O.C. From To L -M 0.62 883 T 0.10 0.52 Max gap between edge of brg TC Cont. 0- 0- 0 10- 5-14 M -G 0.33 0 T 0.00 0.33 and end vertical or BC Cont. 0- 0- 0 10- 5-14 -------------Webs------------- diagonal web is 1/211. C -A 0.05 303 C This truss must be installed pe£-Ld Dead Live C -A 0.05 303 C as shown. It cannot be TC 10.0 40.0 A -N 0.26 649 T installed upside -down - BC 5.0 0.0 N -O 0.12 583 C Max comp. force 1077 Lbs TC+BC 15.0 40.0 O -J 0.14 371 T Max tens. force 1077 Lbs Total 55.0 Spacing 24.0" J -I 0.03 191 C Connector Plate Fabrication Lumber Duration Factor 1.00 L -K 0.04 205 C Tolerance = 10% Plate Duration Factor 1.00 L -P 0.15 392 T This truss is designed for a TC Fb=1.15 Fc=1.10 Ft=1.10 P -M 0.12 583 C creep factor of 1.5 which BC Fb=1.10 rc=1.10 Ft=1.10 M -F 0.25 630 T is used to calculate total G -F 0.08 203 T load deflection. Total Load Reactions (Lbs) FABRICATOR NOTES: Jt Down Uplift Horiz- TL Defl -0.06" in N -J L/999 1. EAST COAST TRUSS C 558 LL Defl -0.05" in N -J L/999 5285 ST.LUCIE BLVD. F 580 DL Defl -0.12" at J L/955 FORT PIERCE,FL 34946 Shear // Grain in C -C 0.32 it Brg Size Required S. Salim Cerci, P.E. C 3.5'. 1.51, Plates for each ply each face. 5407 Wellcraft Dr. F 3.0" 1.51, Plate - MT20 20 Ga. Gross Area Greenacres, FL.33463 Plate - MT8H 18 Ga, Gross Area ' Plus 2 Unbalanced Load Cases Jt Type Plt Size X Y JSI MAURICE A. SHASHOUA, Plus 1 UBC LL Load Case(s) A MT20 4.Ox 4.0-0.5-0.5 1.00 P.E.#EB5251 6 19554 Plus 1 DL Load Case(s) I MT20 1.Ox 4.0 Ctr-0.5 0.33 1908 NW 112 AVE. K MT20 I.OX 4.0 Ctr-0.5 0.33 CORAL SPRINGS, FL 33071 Checked for Nonconcurrent 200 H MT203.Ox 3.0 0.9 Ctr 0.33 2. !!!CAUTION!!! READ "SCSI-B1 Lbe Moving Point Load applied F MT20 5.Ox 5.0-1.0 0.5 0.54 SUMMARY SHEET" BEFORE at Panel Points and Mid -panel C MT20 4.Ox 4.0 Ctr 0.5 0.16 HANDLING , INSTALLING S on BC N MT20 3.Ox 3.0-0.5 Ctr 0.95 BRACING TRUSSES. M MT20 3.Ox 3.0 0.2 Ctr 1.00 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd G MT20 1.0x 4.0 Ctr 0.5 0.65 FOR: 1-JACK NAILS. ---------- Top Chords ---------- 2-TBRACE. 3-HEARING BLOCK. A -O 0.33 487 C 0.00 0.33 REFER TO ONLINE PLUS GENERAL O -I 0.33 1077 C O.Ol7 0.33 NOTES AND SYMBOLS SHEET FOR I -K 0.34 1077 C 0.00 0.34 ADDITIONAL SPECIFICATIONS. Online Plus'a 0 Copyright MirekO 199 2011 Version 28.0.OW Engineering - PONaae 01110:29:00 AM Pagel Job Mark Quan Type Span Pl-HI Left OH Right OH Engineering 22443-22444 FL14 I 1 M100 100812 10400 0 0 1#22443-44 - MEL-RY - MORADI NO 1-4-0 SO 1-4-0 m 0 mcPi i 1-2-15 11 z-o-o l i e-10 i e-u I I 1x3 5x5 F 3.6 3x3 lx4 3x3 3x3 3.3 A P I K Q H E D _ 1-4-0 C y 4.4 O J L N M W:308 3.3 3.3 1x4 3x3 3x3 R: 592 Common Diagonal: 1-3-0 G 1x4 W:308 R: 570 Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size- TO 0.32 4x 2 SP-#2 BC 0.63 4x 2 SP-#2 WB 0.26 4x 2 SP-#3 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 10- B-12 BC Cont. 0- 0- 0 10- 8-12 psf-Ld Dead Live TO 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TO Fb=1.15 F�1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Boriz- C 571 F 593 Jt Brg Size Required C 3.5" 1.5" F 3.0" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSl-Bnd ----------Top Chords ---------- A -P 0.32 500 C 0.00 0.32 P -L 0.32 1131 C 0.00 0.32 I -K 0.32 1131 C 0.00 0.32 K -Q 0.29 1024 C 0.00 0.29 Q -H 0.28 478 C 0.00 0.28 H -F 0.06 263 C 0.00 0.06 H -F 0.07 263 C 0.00 0.07 F -D 0.03 0 T 0.00 0.03 --------Bottom Chords--------- ALL PLATES ARE MT2020 MiTek® Online Plus- C -O 0.33 0 T 0.00 0.33 O -J 0.63 936 T 0.10 0.53 J -L 0.54 1131 T 0.14 0.40 L -N 0.40 1131 T 0.18 0.22 N -M 0.46 916 T 0.10 0.36 M -G 0.26 0 T 0.00 0.26 C -A 0.06 309 C C -A 0.06 309 C A -O 0.26 666 T O -P 0.12 606 C P -J 0.15 395 T J -I 0.03 193 C L -K 0.06 170 T K -N 0.06 331 C N -Q 0.11 277 T Q -M 0.12 606 C M -F 0.26 649 T G -F 0.08 204 T TL Defl -0.06" in J -L L/999 LL Defl -0.05" in J -L L/999 DL Defl -0.12" at L L/978 Shear // Grain in C -C 0.32 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - MTSH 18 Gar Gross Area Jt Type Plt Size X Y JSI I MT20 S.Ox 4.0 Ctr-0.5 0.33 H 14T20 3.Ox 3.0 0.9 Ctr 0.33 F MT20 5.0x 5.0-1.0 0.5 0.56 C MT20 4.Ox 4.0 Ctr 0.5 0.17 O MT20 3.Ox 3.0-0.5 Ctr 0.98 L 14T20 1.Ox 4.0 Ctr 0.5 0.54 M MT20 3.Ox 3.0 0.5 Ctr 0.93 G MT20 1.Ox 4.0 Ctr 0.5 0.65 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical or Scale: 0.559" =1' diagonal web is 1/2". Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-10d(0.131"x3") nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1131 Lbs Max tens. force 1131 Lbs Connector Plate Fabrication Tolerance = 104 This trues is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EH5251 E 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!'!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. ONhe Plus"' 0 Capynght MTek®1996-2011 Version 28.0.008 Engineemg -Poivaa &W011 10:29:W AM Page 1 Jab Mark Quan Te Span yp PI -HI Left OH Right OH Engineering 22443-22444 FL15 3 MS00 101107 10400 0 0 #22443-44- MEL-RY - MORADI EO 1-4-0 HO 1-4-0 m 0 TCrI I 1-2-15 11 2-0-0 11 10-0 I 10-0 I 5.5 lx3 F 3x6 3.3 1x4 3.3 3x3 3.3 A P I K Q H E D T B 1-4-0 _ C 4.4 O J LN M W:308 3x3 3x3 1x4 3.3 3x3 R; 605 Common Diagonal: 1-3-0 G 1x4 W:308 R: 583 BC - - 5-5-0 1. m 10-11-7 ALL PLATES ARE MT2020 Scale: 0.549" = Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.35 4x 2 SP-#2 BC 0.63 4x 2 SP-02 WE 0.27 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10-11- 7 BC Cont. 0- 0- 0 10-11- 7 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 F�1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 583 P 605 Jt Erg Size Required C 3.5" 1.5" F 3.0" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case (a) Plus 1 DL Load Case(s) MiTek® Online Plus- O -J 0.63 964 T 0.10 0.53 J -L 0.55 1182 T 0.14 0.41 L -N 0.46 1182 T 0.19 0.27 N -M 0.47 944 T 0.20 0.37 M -G 0.27 0 T 0.00 0.27 ------------- Webs ------------- C -A 0.06 315 C C -A 0.06 315 C A -O 0.27 682 T O -P 0.13 628 C P -J 0.17 424 T J -I 0.04 204 C L -K 0.06 156 T K -N 0.06 318 C N -Q 0.11 277 T Q -M 0.13 626 C M -F 0.26 668 T G -F 0.08 204 T TL Defl -0.07" in J -L L/999 LL Defl -0.05" in J -L L/999 DL Defl -0.12" at L L/999 Shear // Grain in C -C 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - 14TBH 18 Ga, Gross Area Jt Type Plt Size X Y JSI I MT20 l.Ox 4.0 Ctr-0.5 0.33 H MT20 3.Ox 3.0 0.9 Ctr 0.33 F MT20 5.Ox 5.0-1.0 0.5 0.57 C MT20 4.Ox 4.0 Ctr 0.5 0.17 O M720 3.Ox 3.0-0.5 Ctr 1.00 L MT20 l.Ox 4.0 Ctr 0.5 0.50 M MT20 3.Ox 3.0 0.5 Ctr 0.96 G MT20 1.Ox 4.0 Ctr 0.5 0.65 Checked for NonConcurrent 200 Lbs Moving Point Load applied REFER TO ONLINE PLUS GENERAL at Panel Points and Mid -panel NOTES AND SYMBOLS SHEET FOR on BC ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: A -P 0.32 512 C 0.00 0.32 East Coast Truss P -I 0.35 1182 C 0.00 0.35 Analysis Conforms To: I -K 0.35 1182 C 0.00 0.35 FBC2007 K -Q 0.29 1069 C 0.00 0.29 TPI 2002 Q -H 0.29 492 C 0.00 0.29 Design checked for 10 psf non- * -F 0.06 271 C 0.00 0.06 concurrent LL on BC. H -F 0.07 271 C 0.00 0.07 Max gap between edge of brg P -D 0.03 0 T 0.00 0.03 and and vertical or --------Bottom Chords--------- diagonal web is 1/211. C -O 0.33 0 T 0.00 0.33 Provide 2X6 continuous OnMe Plus^' 0 CopyngM MHek0199 2011 Version 29.0.008 EnglneeMg - PoN it 6=011 1&.29:01 AM Page 1 strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-10d(0.131"x3") nails at truss member(s)- This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1182 Lbs Max tens. force 1182 Lbs Connector Plate Fabrication Tolerance = 1016 This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. SelimCerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 5 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job Mark Quan Type Span ' Pi -Hi Left OH Right OH Engineering 22443-22444 FL16 1 2 M100 140215 10400 0 0 I #22443-44 - MEL-RY - MORADI BO 1-4-0 HO 1-4-0 TO 110-15 1 1 2-0-0 1110-0 1 10-0 1 3xB 3.3 3x3 3x3 3x3 3x3 3.3 5E5G A L S T H C U D F T 1-4-0 K 2.3 M R Q P J I O N 4.4 3.3 3x3 1.4 2.3 3x3 4.4 W:308 Common Diagonal: 1-3-0 R: 792 H lx4 HGR R: 770 BC - -5-5-0 61 0 m 6 ALL PLATES ARE MT2020 Scale: 0.435" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- -Lumber---- TC 0.66 4x 2 SP-#2 BC 0.93 4x 2 SP-#1 WB 0.39 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 2-15 BC Cont. 0- 0- 0 14- 2-15 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft--1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Soriz- K 770 E 793 it Brg Size Required K 3.5" 1.5" E 3.0" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC MSTekO Online P1ueTM Q -P 0.53 2055 T 0.16 0.37 P -J 0.93 2020 T 0.27 0.66 J -I 0.93 2020 T 0.27 0.66 I -0 0.93 2020 T 0.27 0.66 O -N 0.41 1323 T 0.10 0.31 N -H 0.21 0 T 0.00 0.21 ------------- Webs ------------- K -A 0.08 420 C K -A 0.08 420 C A -R 0.39 975 T A -S 0.1B 894 C S -Q 0.19 4B5 T Q -T 0.09 459 C T -P 0.08 222 T P -B 0.12 302 T J -B 0.05 292 C I -C 0.13 337 T C -O 0.15 772 C O -U 0.21 531 T U -N 0.18 873 C N -E 0.37 941 T H -E 0.08 203 T TL Defl -0.24" in P -J L/672 LL Defl -0.16" in P -J L/999 DL Defl -0.12" at J L/999 Shear // Grain in P -J 0.34 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MISR 18 Ga, Gross Area it Type Plt Size X Y JSI A MT20 3.Ox 8.0 1.6-0.5 0.91 U MT20 3:Ox 3.0-0.2 Ctr 0.94 D MT20 3.Ox 3.0 0.9 Ctr 0.33 E MT20 5.Ox 5.0-1.0 0.5 0.81 R MT20 4.Ox 4.0-0.2 0.5 0.96 J MT20 l.Ox 4.0 Ctr 0.5 0.33 I MT20 2.Ox 3.0 0.2 Ctr 0.54 O MT20 3.Ox 3.0 0.2 Ctr 0.94 N MT20 4.Ox 4.0 0.2 0.5 0.95 Membr CHI P Lbs Axl-CSI-Bnd H MT20 1.0x 4.0 Ctr 0.5 0.65 ----------Top Chords---------- A -S 0.33 732 C 0.00 0.33 REFER TO ONLINE PLUS GENERAL S -T 0.36 1725 C 0.03 0.33 NOTES AND SYMBOLS SHEET FOR T -B 0.44 2103 C 0.04 0.40 ADDITIONAL SPECIFICATIONS. B -C 0.66 2020 C 0.02 0.64 C -U 0.65 1609 C 0.01 0.64 NOTES: U -D 0.32 693 C 0.00 0.32 Trusses Manufactured by: D -E 0.07 381 C 0.00 0.07 East Coast Truss D -E 0.08 381 C 0.00 0.08 Analysis Conforms To: E -G 0.03 0 T 0.00 0.03 FBC2007 --------Bottom Chords--------- TPI 2002 K -R 0.22 0 T 0.00 0.22 Design checked for 10 psf non- * -Q 0.49 1375 T 0.10 0.39 concurrent LL on BC. Max gap between edge of brg and end vertical or diagonal web is 1/2". Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-l0d(0.13111x3e) nails at truss---ber(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2103 Lbs Max tens. force 2055 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST'TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,PL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 190E NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online PNs' OCopyright M7ektlgW2011 Veml=28A.006Engineesng-PoNait er1120111029:02AM Pagel Job Mark Quan Type Span PI-H1 Left OH Right OH Engineering 22443-22444 17117 1 Mloo 130203 10400 0 0 I #22443-44 - MEL-RY - MORADI NO 1-4-0 RO 1-4-0 TC 11 1-2-7 1 1 1-1-0 1 1 2-0-0 1 1 10-0 1 10-0 1 3x4 3.4 3.3 lx4 3x3 3x3 3x3 5x5 EF G A L R H H C T D T 1-4-0 K 3x3 M Q F J L O N H 3x3 3x3 lx4 1x4 3.3 3x3 1x4 U 3 W:308 R: 597 77 Common Diagonal: 1-1-3-0 W:10206 R: 849 HC - - 5-5-0 m .v 13-2-3 ALL PLATES ARE MT2020 Scale: 0.468" = P Online Plus -- Version 28.0.006 RUN DATE: 26-14AY-11 CSI -Size- ----Lumber---- TC 0.55 4x 2 SP-#2 BC 0.57 4x 2 SP-#2 WB 0.26 4x 2 SP-03 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 2- 3 BC Cont. 0- 0- 0 13- 2- 3 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10' BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- Q 849 E 597 Jt Brg Size Required Q 14.4" 1.5" E 3.0" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -R 0.55 798 T 0.16 0.39 R -S 0.39 510 C 0.00 0.39 S -B 0.33 1145 C 0.01 0.32 B -C 0.33 1145 C 0.01 0.32 C -1 0.28 1045 C 0.00 0.28 T -D 0.28 484 C 0.00 0.28 D -E 0.06 266 C 0.00 0.06 D -E 0.07 266 C 0.00 0.07 E -G 0.03 0 T 0.00 0.03 --------Bottom Chords--------- lek® Online Plus- K -Q 0.30 0 T 0.00 0.30 Q -P 0.47 253 T 0.00 0.47 P -U 0.49 918 T 0.05 0.44 J -1 0.57 1145 T 0.14 0.43 I -0 0.41 1145 T 0.20 0.21 O -N 0.49 928 T 0.11 0.38 N -H 0.29 0 T ' 0.00 0.29 K -A 0.13 337 T K -A 0.13 337 T A -Q 0.22 1079 C Q -R 0.21 1012 C R -P 0.23 577 T P -S 0.11 566 C S -U 0.15 374 T J -B 0.04 200 C I -C 0.06 154 T C -O 0.04 236 C O -T 0.09 235 T T -N 0.12 615 C N -E 0.26 657 T H -E 0.08 204 T TL Defl -0.07" in J -I L/999 LL Defl -0.05" in J -I L/999 DL Defl -0.12" at I L/999 Shear // Grain in K -K 0,32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 0.98 B MT20 1.0x 4.0 Ctr-0.5 0.33 D MT20 3.Ox 3.0 0.9 Ctr 0.33 E MT20 5.Ox 5.0-1.0 0.5 0.56 P 14720 3.Ox 3.0-0.2 Ctr 0.93 U MT20 2.Ox 3.0-1.0 Ctr 0.90 J MT20 l.Ox 4.0 Ctr 0.5 0.33 I 14T20 1.0x 4.0 Ctr 0.5 0.49 N MT20 3.Ox 3.0 0.5 Ctr 0.94 H MT20 1.Ox 4.0 Ctr 0.5 0.65 REFERTO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Tresses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/2". Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-10d(0.131"x3l') nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1145 Lbs Max tens. force 1145 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Selim Cerci, P.E. 5407 Wellezaft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ 'SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus" m Copynghl WTek91996-2011 Version 29A WS En9ineenng - Ponra4 61WO11 10:29:03 AM Page 1 Jab Mark I Quan Type Span Pl-Hl Left OH Right OH Engineering ,22443-22444 M8 1 M100 91101 10400 0 0 #22443-44 - MEL-RY - MORADI HO 1-4-0 HO 1-4-0 TC j 1 6-1 1 3x4 3x3 3.3 3.3 3.3 3x6 g N O P H C T 1-4-0 G 2.3 I M L R J 3x3 3x3 3x3 3x3 W:308 F lx4 W:10206 R: 657 HC9-7- m 0 n rd o .. . ALL PLATES ARE MT2020 Scale: 0.610" = V Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.44 4x 2 SP-#2 BC 0.56 4x 2 SP-N2 WE 0.15 4x 2 SP-83 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 9-11- 1 BC Cont. 0- 0- 0 9-11- 1 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc-1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- M 657 C 431 Jt Erg Size Required M 14.4" 1.5" C 3.0" 1.5" Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Pointe and Mid -panel on BC Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -H 0.44 361 T 0.07 0.37 N -O 0.37 392 C 0.00 0.37 O -P 0.25 546 C 0.00 0.25 P -B 0.22 158 C 0.00 0.22 MiTekO Online Plus" H -C 0.02 87 C 0.00 0.02 B -C 0.02 87 C 0.00 0.02 C -E 0.03 0 T 0.00 0.03 --------Bottom Chords --------- G -M 0.29 0 T 0.00 0.29 M -L 0.38 166 T 0.01 0.37 L -K 0.56 595 T 0.07 0.49 K -J 0.50 470 T 0.05 0.45 J -F 0.34 0 T 0.00 0.34 ------------- Webs ------------- G -A 0.04 110 T G -A 0.04 110 T A -M 0.10 481 C M -N 0.15 734 C N -L 0.12 321 T L -O 0.05 282 C O -K 0.05 125 T K -P 0.07 197 T P -J 0.09 444 C J -C 0.15 383 T F -C 0.07 194 T TL Defl 0.02" in K -J L/999 LL Defl 0.02" in K -J L/999 DL Defl 0.00" at L/999 Shear // Grain in G -G 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MISS 18 Ga, Gross Area at Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 0.44 B 14T20 3.Ox 3.0 0.7 Ctr 0.33 F MT20 S.Ox 4.0 Ctr 0.5 0.62 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Trues Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 pef non- concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/211. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 734 Lbs Max tone. force 595 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Carol, P.E. 5407 Wellcraft Dr. Greenacres. FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 S 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. 111CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online PNs"OCopynghl MRekSI999-2011Ver ian28.D.0 Engineering-PoWdB 01110:29:04AM Pagel Jab 22443-22444 Mark FL19 Quan 1 Type M100 Span P1-H1 Left 40901 10400 0 OH Right OH 0 Engineering #22443-44 - MEL-RY - MORADI HO 1-4-0 HO 1-4-0 TC, 1 9-9 1 9-8 1 3x4 3x3 3x3 3.6 H L B D 1 G 2x3 Ix4 W:308 3x3 3x3 W: 10206 R: 317 BC - - - q a 1 ALL PLATES ARE MT2020 Scale: 0.893" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- TC 0.33 4x 2 SP-#2 BC 0.38 4x 2 SP-#2 WE 0.08 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. O- 0- 0 4- 9- 1 BC Cont. 0- 0- 0 4- 9- 1 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fr-1.10 Ft=1.10 BC Fb=1.10 rc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- K 317 C 251 it: Erg Size Required K 14.4" 1.5" C 3.0" 1.5" Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConourrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -L 0.33 28 T 0.00 0.33 L -B 0.33 119 C 0.00 0.33 MiTek® Online Plus- * -C 0.01 65 C 0.00 0.01 B -C 0.01 65.0 0.00 0.01 C -E 0.03 0 T 0.00 0.03 --------Bottom Chords --------- * -K 0.26 0 T 0.00 0.26 K -J 0.38 149 T 0.01 0.37 J -F 0.23 0 T 0.00 0.23 G -A 0.01 52 C G -A 0.01 52 C A -K 0.00 38 D K -L 0.05 246 C L -J 0.02 121 C J -C 0.08 205 T F -C 0.08 200 T TL Defl 0.01" in K -J L/999 LL Defl 0.01" in K -J L/999 DL Defl 0.00" at L/999 Shear // Grain in G -G 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 0.33 B MT20 3.0x 3.0 0.7 Ctr 0.33 F MT20 1.Ox 4.0 Ctr 0.5 0.64 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. Mar gap between edge of brg and end vertical or diagonal web is 1/2". This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 246 Lbs Max tans. force 205 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,PL 34946 S. Selim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! HEAD "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLACK. Online Plus^' 0 Copyright MHek41199 2011 Vemion 28.0.006 Engineering-Punrail6 0111029:04 AM Pegs1 Job Mark Quan Type Span PI -Hi Left OH Right OH Engineering 22443-22444 FL20 1 1 M100 50912 10100 0 0 #22443-44 - MEL-RY - MORADI SO 1-1-0 Bo 1-1-0 a, m Tor' 1 5-6-12 N lx3 2.3 3x4 lx4 3x3 3x4 J R T -X, � y 1-1-0 1 Wj am MAY \W 4x4 1 H D 4.4 4 3x3 lx4 Common Diagonal: 1-3-0 3x3 W:215 R: 307 W:515 Cant:12 R: 307 BC 5-9- lz B5-9-12 ALL PLATES ARE MT2020 Scale: 0.877" = V Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.35 4x 2 SP-#2 BC 0.41 4x 2 SP-#2 WB 0.19 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 9-12 BC Cont. 0- 0- 0 5- 9-12 psf-Ld Dead Live TO 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TO Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fr=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- C 307 F 307 it: Erg Size Required C 2.9" 1.5" F 5.9" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.21 399 C 0.00 0.21 MiTekO Online Plus- * -K 0.21 399 C 0.00 0.21 K -D 0.35 280 C 0.00 0.35 --------Bottom Chords --------- C -I 0.27 0 T 0.00 0.27 I -H 0.35 399 T 0.07 0.28 H -G 0.41 399 T 0.05 0.36 G -F 0.27. 0 T 0.00 0.27 ------------- Webs ------------- C -A 0.03 177 C C -A 0.03 177 C A -I 0.19 480 T I -J 0.03 161 C H -K 0.03 116 C K -G 0.03 190 C G -D 0.13 341 T F -D 0.03 167 C F -D 0.03 167 C TL Defl -0.03" in H -G L/999 LL Defl -0.02" in H -G L/999 DL Defl 0.00" at L/999 Shear // Grain in C -C 0.33 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MISS 18 Ga, Grose Area it Type Plt Size X Y JSI A MT20 3.Ox 4.0-0.5 Ctr 0.89 J MT20 1.Ox 4.0 Ctr-0.5 0.33 D MT20 3.Ox 4.0 0.5 Ctr 0.63 C MT20 4.Ox 4.0 Ctr 0.5 0.16 H MT20 1.Ox 4.0 Ctr 0.5 0.33 F MT20 4.Ox 4.0 1.2 0.5 0.13 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Con£oxms To: FBC20Q7 TPI 2002 Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 399 Lbs Max tans. force 480 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 S 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! HEAD "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus^ 0 Copyright MOeM 1BW2011 Version 28.0.006 Engines" -Portrait 6=011 10:29.05 AM Pagel Job I Marx I Quan Type Span P1-H1 Left OH Right OH Engineering 22443-22444 FL21 3 M100 100500 10400 0 0 1 #22443-44 - MEL-RY - MORADI To T SO 1-4-0 NO 1-4-0 m 0 5.5 1x3 C 3x3 3x3 3x3 3x3 3x3 lx4 A H D O P Q I E G N M L K J 2- 2-G4 3x3 3x3 3.3 3.3 lx4 W:308 Common Diagonal: 1-3-0 R: 562 Cant:2- 4 W:508 R: 560 - 0 rt v 10-5-0- ALL PLATES ARE MT2020 Scale: 0.568" = 1' Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CSI -Size- ----Lumber---- TC 0.31 4x 2 SP-#2 BC 0.61 4x 2 SP-#2 WB 0.24 4x 2 SP-#3 Brace trues as follows: O.C. From To TC Cont. 0- 0- 0 10- 5- 0 BC Cont. 0- 0- 0 10- 5- 0 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+BC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TO Fb=1.15 Fc=1.10 Ft=1.10 HC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 562 F 560 Jt Brg Size Required C 3.0" 1.5" F 5.5" 1.5n Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lba Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ---------- Top Chords ----_-_--_ A -C 0.03 0 T 0.00 0.03 C -D 0.06 248 C 0.00 0.06 C -D 0.09 248 C 0.00 0.06 MiTek® Online Plus- D -O 0.30 451 C 0.00 O -P 0.31 974 C 0.01 P -Q 0.25 906 C 0.00 Q -L 0.23 277 C 0.00 I -E 0.14 0 T 0.00 --------Bottom Chords---- * -N 0.30 0 T 0.00 N -M 0.47 855 T 0.09 M -L 0.61 1068 T 0.12 L -K 0.54 716 T 0.08 K -J 0.32 0 T 0.00 J -F 0.12 0 T 0.00 G -C 0.08 215 T C -N 0.24 612 T N -O 0.11 563 C 0 -M 0.09 231 T M -P 0.03 130 C P -L 0.04 225 C L -Q 0.11 274 T Q -K 0.12 606 C K -I 0.19 494 T J -I 0.12 639 C F -E 0.04 Ill T 0.30 0.30 0.25 0.23 0.14 0.30 0.38 0.49 0.46 0.32 0.12 TL Defl -0.03" in M -L L/999 LL Defl -0.02" in M -L L/999 DL Defl -0.12" at M L/914 Shear // Grain in D -O 0.24 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTSH 18 Ga, Gross Area Jt Type Plt Size X Y JSI C MT20 5.Ox 5.0 1.0 0.5 0.52 D MT20 3.Ox 3.0-0.9 Ctr 0.33 E MT20 S.Ox 4.0 Ctr-0.5 0.35 G MT20 1.Ox 4.0 Ctr 0.5 0.69 N MT20 3.Ox 3.0-0.2 Ctr 0.97 J MT20 S.Ox 4.0 Ctr 0.5 0.43 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Truss Analysis Conforms To: FBC2007 TPI 2002 Design checked for 10 pelf non - concurrent LL on SC. Max gap between edge of brg and end vertical or diagonal web is 1/2". This truss most be installed as shown. It cannot be installed upside-down. Max comp. force 974 Lbs Max tens. force 1068 Lbs Connector Plate Fabrication Tolerance = 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 S. Salim Cerci, P.E. 5407 Wellcraft Dr. Greenacres, FL.33463 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 190E NW 112 AVE. CORAL SPRINGS, FL 33071 2. !IICAUTIONI!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Online Plus"' OOOPy49M MTeM 1906-2011 Verebn 2aO.009 Engineetln9-Polud 6=01110:29:05AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 2244,.3-22444 FL22 3 M100 100500 10400 0 0 #22443-44 - MEL-RY - MORADI HO 1-4-0 BO 1-4-0 m 0 m 0 TC I^ I 10-0-8 ;1 5.5 lx3 C 3x3 3x3 1x4 lx4 3x3 4x4 A B D M N O P E T 1-a-o I I �� Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size-----Lvmber---- TC 0.33 4x 2 3P-#2 BC 0.65 4x 2 SP-#2 WB 0.25 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. O- 0- 0 10- 5- 0 BC. Cont. 0- 0- 0 10- 5- 0 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+HC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Pb=1.15 F�1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Fta1.10 Total Load Reactions (Lbe) Jt Down Uplift Horiz- C 576 F 554 Jt Brg Size Required C 3.0" 1.5" F 5.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbe Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd __________Top Chords ---------- A -C 0.03 0 T 0.00 0.03 C -D 0.06 253 C 0.00 0.06 C -D 0.07 253 C 0.00 0.07 Online Plus -- Version 28.0.006 RUN DATE: 26-MAY-11 CHI -Size-----Lvmber---- TC 0.33 4x 2 3P-#2 BC 0.65 4x 2 SP-#2 WB 0.25 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. O- 0- 0 10- 5- 0 BC. Cont. 0- 0- 0 10- 5- 0 psf-Ld Dead Live TC 10.0 40.0 BC 5.0 0.0 TC+HC 15.0 40.0 Total 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Pb=1.15 F�1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Fta1.10 Total Load Reactions (Lbe) Jt Down Uplift Horiz- C 576 F 554 Jt Brg Size Required C 3.0" 1.5" F 5.5" 1.5" Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbe Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd __________Top Chords ---------- A -C 0.03 0 T 0.00 0.03 C -D 0.06 253 C 0.00 0.06 C -D 0.07 253 C 0.00 0.07 MiTek® Online Plus" D -M 0.28 461 C 0.00 0.28 M -N 0.31 1064 C 0.00 0.31 N -0 0.31 1064 C 0.00 0.31 O -P 0.33 1064 C 0.00 0.33 P -E 0.33 483 C 0.00 0.33 --------Bottom Chords --------- * -L 0.34 0 T 0.00 0.34 L -X 0.63 874 T 0.09 0.54 K -J 0.53 1064 T 0.13 0.40 J -I 0.65 898 T 0.10 0.55 I -F 0.34 0 T 0.00 0.34 _____________Webs_____________ G -C 0.08 215 T C -L 0.25 625 T L -M 0.11 576 C M -R 0.15 377 T K -N 0.03 192 C J -O 0.03 183 C J -P 0.14 361 T P -I 0.12 578 C 2 -E 0.25 643 T F -E 0.05 300 C F -E 0.05 300 C TL Defl -0.06" in J -I L/999 LL Defl -0.05" in J -I L/999 DL Defl -0.12" at J L/920 Shear // Grain in F -F 0.33 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTBH 18 Ga, Gxoea Area Jt Type Plt Size X Y J3I C MT20 5.Ox 5.0 1.0 0.5 0.54 D MT20 3.Ox 3.0-0.9 Ctr 0.33 N MT20 1.Ox 4.0 Ctr-0.5 0.33 O MT20 1.Ox 4.0 Ctr-0.5 0.33 E MT20 4.Ox 4.0 0.5-0.5 0.99 G MT20 1.Ox 4.0 Ctr 0.5 0.68 L MT20 3.Ox 3.0-0.2 Ctr 0.99 2 MT20 3.Ox 3.0 0.5 Ctr 0.94 F MT20 d.Ox 4.0 1.2 0.5 0.13 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Truesea Manufactured by: East Coast Trues Analysis Conforms To: FHC2007 TPI 2002 Design checked for 10 psE non - concurrent LL on BC. Max gap between edge of brg and and vertical or diagonal web is 1/2". This trues must be installed as shown. It cannot be installed upside-down. Max comp. force 1064 Lbe Max tens. Force 1064 Lbs Connector Plate Fabrication Tolerance SO$ This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST TRUSS 5285 9T.LUCIE BLVD. FORT PIERCE,FL 34946 S. 9elim Cerci, P.E. 5407 WellcraEt Dr. Gxeenacrea, FL.33463 MAURICE A. SHASHOUA, P.E.#EH5251 6 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !IICADTIDN!II READ "BCSI-81 SUMMARY SHEET- BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. OnMe Plus^` ®Capy:igm MRek®198fi-2017 Varslon 76.0.006 E:gNeaMg- Poitrail 6R11011 10:29:06 AM Page 1