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Home My WebLink AboutENGINEERING=Y. A A2 A2 A3 A4 A5G1 A5G AG AG AG AG B B1 B2 CA CA .. ' "'Ijq ' n d � *71A hh, oh, AIIIIIIIIIIII psad EVER THE MONARCH COMPANY SCANNED �e Lucia C08 ENGINEERED, SIGNED AND SEALED DRAWING INDEX St Lucie Oaks American Made Contractors The Monarch Company Job #0710017, :Description Date/Time 8.5X11 A Truss Shop Drawing Pg.1 4.28.08 10:05:25 8.5X11 A2 Truss Shop Drawing Pg.1 4.29.08 13:54:14 8.5X11 A2 Truss Shop Drawing Pg.2 4.29.08 13:54:14 8.5X11 A3 Truss Shop Drawing Pg.1 4.28.08 10:05:38 8.5X11 A4 Truss Shop Drawing Pg.1 4.28.0810:05:44 8.5X11 A5G Truss Shop Drawing Pg.1 4.29.0813:31:54 8.5X11 A5G Truss Shop Drawing Pg.2' 4.29.0813:31:54 8.5X11 A-ELE Truss Shop Drawing Pg.1 4.28.0810:07:03 8.5X11 AFG Truss Shop Drawing Pg.1 4.28.0810:07:04 8;5X11 AFG Truss Shop Drawing Pg.2 4.28.08 10:07:04 8.5X11 AG Truss Shop Drawing Pg.1 4.29.08 13:39:46 8.5X11 AG Truss Shop Drawing Pg.2 4.29. 8 13:39:46 8.5X11 AG1. Truss Shop Drawing Pg.1 9 9. 8 13:48:55 8.5X11 AG1 Truss Shop Drawing Pg.2 813:48:55 8.5X11 B Truss Shop Drawing Pg.1 .215:08:18 8.5X11 B1 Truss Shop Drawing Pg.1 4.29.08 15:23:50 8.5X11 B2 Truss Shop Drawing 1 429.08 10:26:55 8.5X11 BFG Truss Shop D &aw • P .1 4.28.08 10:26:55 8.5X11 BFG Truss 4.28.08 10:26:55 8.5X11 CA Truss Sh , r 4.28.08 10:26:56 8.5X11 CA1 Truss Sh Dr ing Pg.1 4.28.08 10:26:57 'i iteviewed- And Approved C] Not Appro;Q- Approved As Corrected Revie* Not Nvai� Review and.appro the design coAtOpthf pmjeot and cu a Contract DocUtrAft KA L F. LEDERER P.E. Contractor is ; ' and correlatd 42 FL.' O.E..#41917 "job site; to •.brication procesMtl 165I 0 VAN•GOGH BLVD. onto techniqu, the work otslt ��^ I' yTCHEE FL 33470 RoWew and app.�... ��...��i irom compliaace led 'revs@Bellsouth.net �Dkractdrawin sad can do s. _ w-' 561 422-3215 Y Revl�wedDft I 4001 S.E. Commerce Avenue Stuart, FL 34997 i TEL. ( 772) 283-4001 i FAX (772) 22: CD CD1 CK CL CL1 CI-2 CM CN CR CR1 CR2 D D1 D2G D2G EA ED EJB EK EKGE EL � in qbmh- I h, THE MONARCH'COMPANY ENGINEERED, SIGNED AND SEALED DRAWING INDEX St Lucie Oaks American Made Contractors The Monarch Company Job #0710017 Description Date/Time 8.5X11 CD Truss Shop Drawing Pg.1 4.28.08 10:36:57 8.5X11 CD1 Truss Shop Drawing Pg.1 4.28.08 10:26:58 8.5X11 CK Truss Shop Drawing Pg.1 4.28.08 10:26:58 8.5X11 CL Truss Shop Drawing Pg.1 4.28.0810:26:59 8.5X11 CL1 Truss Shop Drawing Pg.1 4.28.0810:26:59 8.5X11 CI-2 Truss Shop Drawing Pg.1 4.28.0810:27:00 8.5X11 CM Truss Shop Drawing Pg.1 4.28.08 10:27:00 8.5X11 CN Truss Shop Drawing Pg.1 4.28.08 10:27:01 8.5X11 CR Truss Shop Drawing Pg.1 4.28.08 10:27:02 8.5X11 CR1 Truss Shop Drawing Pg.1 4.28.08 10:27:02 8.5X11 CR2 Truss Shop Drawing Pg.1 4.28.0810:27:03 8.5X11 D Truss Shop Drawing Pg.1 4.28.0810:27:05 8.5X11 D1 Truss Shop Drawing Pg.1 4.28.0810:2 . 8 8.5X11 D2G Truss Shop Drawing Pg.1 1 8.5X11 D2G Truss Shop Drawing Pg.2 • A 1 8.5X11 EA Truss Shop Drawing Pg.1 0:27: 2 8.5X11 ED Truss Shop Drawing Pg.1 88 0:27:23 CO29- 8.5X11 EJB Truss Shop Drawing Pg.1 8 10:27:24 8.5X11 EK Truss Shop Drawing P 1 ..810:27:25 8.5X11 EKGE Truss Shop Dr g 4.29.0816:06:31 8.5X11 EL Truss Shop Drawin 4.28.0810:27:25 KARL i. LEDERER P.E. FL. P. #41917 y 16500 AN GOGH BLVD. LOXA' �4TCHEE, FL 33470 ledere_@Bellsouth.net 561-42;2-3215 Cyr' 4001 S.E. Commerce Avenue I Stuart, FL 34997 1 TEL. (772) 283-4001 � FA (77) -3 39 EL1 EL2 EM EN EN1 ER FGB FGB HA HA HD HD HK HK HL HL HU HM HN HN HN1 KARLF FL. P.E 16500 561 � LLA h I qmbh THE MONARCK'COMPANY 1.1 ENGINEERED, SIGNED AND SEALED DRAWING INDEX St Lucie Oaks American Made Contractors The Monarch Company Job #0710017 Description Date/Time 8.5X11 EL1 Truss Shop Drawing Pg.1 4.28.08 10:27:26 8.5X11 EL2 Truss Shop Drawing Pg.1 4.28.08 10:27:26 8.5X11 EM Truss Shop Drawing Pg.1 4.28.08 10:27:27 8.5X11 EN Truss Shop Drawing Pg.1 4.28.08 10:27:28 8.5X11 EN1 Truss Shop Drawing Pg.1 4.28.08 10:27:28 8.5X11 ER Truss Shop Drawing Pg.1 4.28.08 10:27:29 8.5X11 FGB Truss Shop Drawing Pg.1 4.28.0810:27:30 8.5X11 FGB Truss Shop Drawing Pg.2 4.28.08 10:27:30 8.5X11 HA Truss Shop Drawing Pg.1 4.28.08 10:27:56 8.5X11 HA Truss Shop Drawing Pg.2 4.28.08 10:27:56 8.5X11 HD Truss Shop Drawing Pg.1 4.28.08 10:27:56 8.5X11 HD Truss Shop Drawing Pg.2 4.28.08 10:27:56 8.5X11 HK Truss Shop Drawing Pg.1 4 8.0810:27:57 8.5X11 HK Truss Shop Drawing Pg.2 8.08 10:27:57 8.5X11 HL Truss Shop Drawing Pg.1 014. • .08 15:05:47 8.5X11 HL Truss Shop Drawing Pg.2 4.28.0815:05:47 8.5X11 HL1 Truss Shop Drawing Pg.1 4.28.08 10:27:59 8.5X11 HM Truss Shop Drawi g.1 C; 4.28.08 10:28:00 8.5X11 HN Truss Shop D wi .1 4.28.08 10:28:02 8.5X11 HN Truss S in 4.28.08 10:28:02 8.5X11 HN1 Truss g.1 4.28.08 10:28:02 LEDERER P.E. V41917 \N GOGH BLVD. TCHEE, FL 33470 aBellsouth.net 3215 4001 S.E. Commerce Avenue i Stuart, FL 34997 1 TEL. ( 772) 283-4001 i FAX (772) 83-3339 01 HR HR HR1 K1 G K1 G K2 K3 K4 K5 K6 K7 K8G K8G LG LG LG1 LG1 LG2 LG2 L3 M i KARL FI �- FL. P.E.' 0 16500 V LOXAH/ lederers 1 561-422 , pai a 1:1 � im an Mh. q_0 b h R VIj 111% THE MONARCH 'COMPANY ENGINEERED, SIGNED AND SEALED DRAWING INDEX St Lucie Oaks American Made Contractors The Monarch Company Job #0710017 Description Date/Time 8.5X11 HR Truss Shop Drawing Pg.1 4.28.08 10:28:04 8.5X11 HR Truss Shop Drawing Pg.2 4.28.08 10:28:04 8.5X11 HR1 Truss Shop Drawing Pg.1 4.28.08 10:28:04 8.5X1'1 K1 G Truss Shop Drawing Pg.1 4.28.08 10:29:35 8.5X11 K1 G Truss Shop Drawing Pg.2 4.28.08 10:29:35 8.5X11 K2 Truss Shop Drawing Pg.1 4.28.08 10:29:37 8.5X11 K3 Truss Shop Drawing Pg.1 4.28.08 10:29:39 8.5X11 K4 Truss Shop Drawing Pg.1 4.28.08 10:29:40 8.5X11 K5 Truss Shop Drawing Pg.1 4.28.08 10:29:42 8.5X11 K6 Truss Shop Drawing Pg.1 4.28.08 10:29:43 8.5X11 K7 Truss Shop Drawing Pg.1 4.28.08 10:29:45 8.5X11 K8G Truss Shop Drawing Pg.1 4.28.08 10:29:49 8.5X11 K8G Truss Shop Drawing Pg.2 08 10:29:49 8.5X11 LG Truss Shop Drawing Pg.1 08 16:28:00 8.5X11 LG Truss Shop Drawing Pg.2 8.5X11 LG1 Truss Shop Drawing Pg.1 08 16:39:29 8.5X11 LG1 Truss Shop Drawing Pg.2 4.28.08 16:39:29 COVIO816:28:00 8.5X11 LG2 Truss Shop DrawVPg.1 4.28.08 10:30:09 8.5X11 LG2 Truss Sho r wi g.2 4.28.08 10:30:09 8.5X11 L3 Truss S 'ng ` 4.28.08 16:43:19 8.5X11 M Truss Sh r i . g.1 4.28.08 10:30:10 LEDERER P.E. 041917 ►N GOGH BLVD. TCHEE, FL 33470 5 1 S.E. Commerce Avenue I Stuart, FL 34997 I TEL. ( 772) 283-4001 1 FAX 2) 283-3339 O 0 • . • �a. 6� L MG MG N N1G N1G PBA PBA1 PBA2 PBB PBB1 PBD PBK PBK1 PBK2 R3 RG RG RG1 RG2 RG2 KARL F FL. P.E. 16600 VA LOXAHP r lederers 561-422. � P4�pl h � im I h qm_ a h, THE MONARCH COMPANY ENGINEERED, SIGNED AND SEALED DRAWING INDEX St Lucie Oaks American Made Contractors The Monarch Company Job #0710017 Description Date/Time 8.5X11 MG Truss Shop Drawing Pg.1 4.28.08 10:30:12 8.5X11 MG Truss Shop Drawing Pg.2 4.28.08 10:30:12 8.5X11 N Truss Shop Drawing Pg.1 4.28.08 10:30:13 8.5X11 N1G Truss Shop Drawing Pg.1 4.28.08 10:30:15 8.5X11 N 1 G Truss Shop Drawing Pg.2 4.28.08 10:30:15 8.5X11 PBA Truss Shop Drawing Pg.1 4.28.0810:30:16 8.5X11 PBA1 Truss Shop Drawing Pg.1 4.28.08 10:30:18 8.5X11 PBA2 Truss Shop Drawing Pg.1 4.28.08 10:30:19 8.5X11 PBB Truss Shop Drawing Pg.1 4.29.08 13:51:55 8.5X11 PBB1 Truss Shop Drawing Pg.1 4.29.08 09:04:06 8.5X11 PBD Truss Shop Drawing Pg.1 4.29.68 14:02:22 8.5X11 PBK Truss Shop Drawing Pg.1 4. 8.08 10:30:22 8.5X11 PBK1 Truss Shop Drawing Pg.1 4 8.08 1.0:30:22 8.5X11 PBK2 Truss Shop Drawing Pg.1 8.08 10:30:23 8.5X11 R3 Truss Shop Drawing Pg.1 4. .08 10:30:24 8.5X11 RG Truss Shop Drawing Pg.1 4.29.08 14:18:07 8.5X11 RG Truss Shop Drawing Pg.2 4.29.08 14:18:07 8.5X11 RG1 Truss Shop Drawin Pg.1 4.29.0814:33:30 8.5X11 RG1 Truss Shop DrawtW.1 4.29.0814:22:49 8.5X11 RG1 Truss,Sh PI V\P 2 4.29.08 14:22:49 ;DERER P.E. 1917. GOGH BLVD. :HEE. FL 33470 5 S.E. Commerce Avenue 1 Stuart, FL 34997 1 TEL. ( 772) 283-4001 1 FAX (77 ) 283-3339 V� JUL) I 0710017 s ROOF TRUSS 13 11 J A Apr SCREW CITY (Total = 455 ). All Screws Are #12-14 T/3 CHORDS 1-2:2, 6-5:1 16-7:16, 8-7:21, 8-9:20, 11-10:16, 11-12:16, 16-15:2 WEBS 2-28:3, 3-27 5, 3-28:14, 4-26:2, 4-27:5, 5-25:5, 5-26:2, 6-24:4, 6-25:5, 7-24:5, 9-21:2, 9-22:2, 9-24:2, 10-21:5, 11-20:5, 11-21:4, 12-19:2, 12-20:5, 13-18:5, 13-19:2, 14-17:14, 14-18:5, 15- 7:3 j 6-0-0 5-0-8 5-0-8 , 5-0-8 5-0-8 -4- � Iz�O 508�508 � 5� pg ,�08 600 600_} 60=0 1 � 2-4-0 77-4-8-8 12-5-0 17-5-8 22-6-0 28-6-0 34-6-0 40-6-0 46-6-0 51-6-8 56-7-0 61-7-8 66-8-0 69-0-0 T TOP BOT v o� 700 4.50 IF 12 525USZD0975cg8USWD073x24" 525USZD097x10 iL to IN 2-0-0 o-a-o 2-0- 6-8-11 6-8-11 6-8-1 1 6-0-0 6-0-0 6-0-0 6-0-0 6-8-11 6-8-11 6-8-11 0 -0 2-0-0 9-0-11 15-9-5 22-6-0 28-6-0 34-6-0 40-6-0 46-6-0 53-2-11 59-11-5 66-B-067-0 6 9-0-0 2-4-0 CITY i 1-28:13, 16i17:13, 23-22:21, 23-24:21 22-9:2, 24-6:5, 24-7:5, 27-4. 24-9:2, 25-5:5, 25-6Truss 17-14:17, 1,7-15:14, 18-13:5, 18-14:5, 19-12:2, 19-13:2, 20-11:5, 20-12:5, 21-9:2, 21-10:5, 21-11:5, weight= 567 Ibs 28-2:14, 2�� 3:17 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) (psf) SPACING 4-0-0 TC 0.94 Vert(LL) 1.08 22 >713 035 2561b 046 4501b 20.0 Code FBC/AISI BC 0.89 Vert(TL) -0.93 22 >827 057 5401b 073 6561b 15.0 WB 0.97 Horz(TL) -0.39 17 n/a 097 6621b # 0.0 (Matrix) Min Length / LL defl = 240 10.0 L SECTION li, BRACING CHORD 35 US '073 50 TOP CHORQ4-O-O 6-11, 1-16 CHORD 55 USD 057 50 BOT C OR ter bracing 1-16 S 362 S 5 50 50 'Except' W 1 50 3-28 Attach to back of member full length W1 36 USWD 046 50, W2 362 USWD 073 50, W9 362 USWD 073 50 w/717 Att 4 sds at each end and ull oc along length W11 362 USWD 046 50, W13 362 USWD 046 50 14ga 50 1 7-# Attach s back of member full length W15 3 � USWD 073 50, W22 362 USWD 073 50 w/7 12-14 sds at each end and 12" oc along length W23 362 USWD 046 50 :TIONS QUsize/Iterial)28/0-8-0/CON, 17/0-8-0/CON Max DoF 28=6201(load case 1), 17=6201(loa \2) Max Upli 28=-6087(load case 2), 17=-6087(loa s :ES (lib) Max. C61 pression Force CHORD 1-2=-1363, 2-3=-1594, 3-29=-9910, 4-29=-9825, 4-30=-10644, 5-30=-10523, 5-6=-9913, 6-7=-10306, 7-31=-10306, 8-31=-10306, 8-9=-10306, 9-32=-10306, 10-32-J110306, 10-11=-10306, 11-12=-9913, 12-33=-10523, 13-33=-10644, 13-34=-9825, 14-34=-9910, 14-15=-1594, 15-16=-1363 CHORD 1-2840 27-28=-6766, 26-27=-7653, 25-26=-7577, 24-25=-6816, 23-24=-8014, 22-23=-8014, 21-22=-8014, 20-21=-6816, 19-20=-7577, 18-19=-7653, 17-18=-6766, 16-17�0 2-28=; 82, 3-28=-9193, 3-27=-586,4-27=-1171, 4-26=-266, 5-26=0, 5-25=-1103,6-25=-893, 6-24=-1691, 7-24=-939, 9-24=-920, 9-22=0, 9-21=-920,10-21=-939, 11-211691, 11-20=-893, 12-20=-1103, 12-19=0, 13-19=-266, 13-18=-1171, 14-18=-586, 14-17=-9193, 15-17=-882 1) T is truss has bee designed for unbalanced loading conditions. 2) T, is truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00. InteriorRoof Zone, "a" distance = 7!g0 ft. using a to chord tributary area of 1584.65 sq. ft., 0.6 DL applied. Design Velocity Pressure, qh = 42.94 psf. 3) WARNING: The uEa" ually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportatunloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensurat over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Pri+lvide adequateinage to prevent water ponding. 5) Tlop chord load ap plied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stadard +i � I 10017 .ucie Oaks Commercial Center Truss Type Oty Ply Truss ROOF TRUSS 5 1 A2 16-32 s Sep 25 2007 Aegis Metal Framing, LLC Tue Apr 29 1335:14 2008 Page 1 s 1 r QTY (Total = 845). All Screws Are #12-14 T/3 i 1-2:4, 5-4:16, 5-6:23, 7-6:25, 7-8:24, 11-10:27, 11-12:24, 17-16:4 2-31:15, 2-32 j� 13, 3-30:4, 3-31:6, 4-29:3, 4-30:2. 5-28:6. 5-29:4. 6-28:4. 8-25:3, B-26:2, 8-28:3. 9-25:3, 10-23:16, 10-24:16, 10-25:6, 11-23:10, 12-22:9, 12-23:7, 14-20:15, 14-22:19, 1 I1 9:7. 15_20:8, 16-18:13, 16-19:26 II 0-1-13 2-5-0 9-0-11 15-9-5 22-6-0 27-8-0 32-10-0 38-0-0 4.50 12 7000SZDOMU8Wq 46X F T2 6-5 8 I 3 T 3 .'•, i 3 o, 6 4 4 C 1 4 2 6 4 2 o0I '` 8 7000S j DM*12 31 30 d C6K 5-0-3 3-4-0 2-5-q , 5-1-5 43-0-3 46-6-0 51-4-0 56-5-5 43-2-0 48-11-0 61-6-11 66-8-0 69-0-0 29 28 27 26 2570002S�D073x12j4) 20 60USWD057xl87000SZD073x1 Q(2)00 12 31% w 0 wl 7 Ico CD O 197000 x12 .._ 2-0-0 o-a-o 0- 6-8-11 6-8-11 6-8-11 5-2-0 5-2-0 5-2-0 1 5-2-0 3-2-0 5-0-0 1 5-1-5 5-1-5 5-1 2-0-0 9-0-11 15-9-5 22-6-0 27-8-0 32-10-0 38-0-0 43-2-0 464-0 514-0 56-5-5 61-6-11 66-8-0 69-0-0 67-0-0 2-4-0 QTY 11 3 1-32:8, 13-22:2, 17-18:8. 21-22:2, 22-13:36, 22-23:25, 23-22:25. 23-24:25, 24-23:25, 24-25:19, 27-26:21, 27-28:21 18-16:14. 115:7, 19-16:26, 20-14:15, 20-15:8, 20-22:22, 22-12:9, 22-14:19, 22-20:18, 23-10:16, 23-11:10, 23-12:77.24�-1 �o_o.z oa_ z �s0 o-F•a -3.4 30-4:2. 31-2:15. 31-3:6, 32-2:14 LOADING (psf) SPACING 4-0-0 CSI TC 0.97 DEFL Vert(LL) TCLL TCDL 20.0 15.0 Code FBC/AISI BC 0.90 Vert(TL) BCLL 0.0 WB 0.99 Horz(TL) BCDL 10.0 (Matrix) d& Lang STEEL SECTION TOP CHORD 55 USD q97 50 'Except' L T2 55 USD 046 50, T3 55 USD 057 50 BOT i HORD 55 USDI057 50 `Except' B4 55 U. D 073 50, B5 362 USWD 046 50 WEBS 362 US,I D 035 50 *Except W1 362. SWD 046 50, W2 362 USWD 057 50, W6 362 U D 046 50 W8 362'VSWD 073 50, W10 362 USWD 046 50 W15 36 USWD 073 50, W16 362 USWD 057 50 W17 36 USWD 057 50, W18 362 USWD 046 50 W19 362 USWD 046 50, W20 362 USWD 073 50 W21 362 USWD 046 50, W22 362 USWD 046 50 W26 3E USWD 046 50 REA TIONS at/size/n,aterial)32/0-8-0/CON, 18/0-8-0/CON Max DoJvn 32=6195(load case 1), 18=6195(load case 1) Max Upljft 32=-6074(load case 2), 18=-6074(load case 2) (in) 1.59 LL defl 25-8:3, 25-9:3, 25-10:6, 26-8:2, 28-5:5, 28-6:4, Tnres weiaht = 704 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b Sheathed 1-5, 5-11, 11-17 4-0-0 on center bracing 1-24, 24-23, 23-22, 21-13, 21-17 2 Rows at 1 /3 pts 362CSJ 20ga 33 10-24 16-19 Attach to back of member full length w/11412-14 sds at each end and 12" oc along length 362CSJ 18ga 33 14-22 Attach to back of member full length w/7412-14 sds at each end and 12" oc along length 362CSJ 18ga 33 14-20 Attach to back of member full length w/8412-14 sds at each end and 12" oc along length 362CSJ 16ga 50 2-31 Attach to back of member full length w/6412-14 sds at each end and 12" oc along length 362CSJ 16ga 50 10-23 Attach to back of member full length w/6412-14 sds at each end and 12" oc along length 362CSJ 14ga 50 20-22 Attach to back of member full length w/7-#12-14 sds at each end and 12" oc along length FORCES (lb) Max. C4Irnpression Force TOP! CHORD 1-2=-2053, 2-33=-10267, 3-33=-9989, 3-34=-10845, 4-34=-10581, 4-5=-10046, 5-6=-10262, 6-7=-10262, 7-35=-10262, 8-35=- 0262, 8-9=-10589, 9-36=-10589, 10-36=-10589, 10-11=-14521, 11-12=-15562, 12-13=-19063, 13-37=-18986, 14-37--19203, 14-38=-10819, 15-38=-10861, 15-16=-9419, 16-17=-2234 BOT CHORD 1-32=63, 31-32=-1024, 30-31=-7215, 29-30=-7793, 28-29=-6862, 27-28=-8051, 26-27=-8051, 25-26=-8051, 24-25 17565, 23-24=-10157, 22-23=-12186, 21-22=0, 13-22=-148, 20-21=-70, 19-20=-6585, 18-19=-1224, 17-18�,1152 WEBA 2-32=' 614, 2-31=-6272, 3-31=-1198, 3-30=-657, 4-30=-138, 4-29=-1183, 5-29=-726, 5-28=-1654, 6-28=-767, 8-28=- 1189,8-26=0,8-25=-543,9-25=-677,10-25=-751,10-24=-8650,10-23=-6070,11-23=-4275,12-23=-3139, 12-22 3247, 20-22=-9123, 14-22=-6271, 14-20=-6794, 15-20=-1425, 15-19=-1630, 16-19=-5482, 16-18=-5452 1j This truss has bee � designed for unbalanced loading conditions. 2) This truss designe - with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposurei'Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7i.90 ft. using a to chord tributary area of 1583.30 sq. ft., 0.6 DL applied. Design Velocity Pressure, qh = 42.94 psf. 2) F�orizontal load ap lied to this truss resulting from the standard wind load, equal to 1 Ibs, has been considered to be resisted by the diaphragm and/or ther elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wa� should be considered when designing truss to wall connections. 4) WARNING: The �nusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. Continued on page 2 111 071001 Truss Type TQtyTP—ly FROOF TRUSS Tue Apr 29 13:35:14 The Monarch Comp, NOTESI 5) Provide adequate 6) Top chord load aF LOAD CASE(S) Sta W e to prevent water ponding. 0-0-0 oc via valley trusses above. 4�. 7.16-32 s 071001 ROOF TRUSS 11 11 JA3 s Sep 25 28 10:05:38 2008 Page 1 I CITY (Total = #78 ). All Screws Are #12-14 T/3 3 1-21:2, 5-4: 2, 5-6:11, 10-22:2, 11-22:9. 21-1:2, 22-11:9 2-19:11, 2-2 :8, 3-17:2, 3-19:5, 4-16:5, 4-17:2. 5-15:3, 5-16:4. 6-15:5, 7-13:4. 7-14:2, 7-15:4, 8-13:3, 9-12:7. 9-13:12, 9-22:6, 22-9:8, 22-12:8 2-4-0 5-4-11 5-4-11 1 5-4-11 5-6-8 5-6-8 5-6-8 5-6-8 5-10-2 2-4-0 7-8-11 13-1-5 18-6-0 24-0-8 29-6-15 35-1-7 40-7-14 46-6-0 4.50 12 325USJD097x10 05 6 25 7 T2 8 26 9 10 _43 5 424 3 7 6 4 9 7000SJ073x12 2 (26 \W7 8 9 0 W 2 13 4 W 6 IA14 o .6 22 2 9 5 �01� 2C2\54 354 622 431� 7 8 8 W TSK 21 20 19 18 17 16 15 14 13 12 11 ��iD 362USWD046x18" o-a-o 2-0-0 5-4-11 5-4-11 5-4-11 5-6-8 5-6-8 5-6-8 5-6-8 5-10-2 2-0-0 7-8-11 13-1-5 18-6-0 24-0-8 29-6-15 35-1-7 40-7-14 46-6 0 2-4-0 SCREW QTY CHORDS 18-17:14, -19:14 WEBS 12-9:7, 12 22:8, 13-7:4, 13-8:3, 13-9:12, 14-7:2, 15-5:3, 15-6:5, 15-7:4, 16 4:5, 16-5:4, 17-3:2, 17-4:2, 19-2:11, 19-3:5, 20-2:9 Truss weight = 313 Ibs LOADING (psf) SPACING 4-0-0 CS] DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.97 Vert(LL) 0.52 15-16 >999 035 2561b 046 4501b TCDLI 15.0 FBC/AISI BC 0.87 Vert(TL) -0.43 15-16 >999 057 5401b 073 6561b BCLL 0.0 WB 0.97 Horz(TL) -0.19 11 n/a 097 6621b # BCDL 10.0 (Matrix) Min Length / LL deft = 240 STEELBRACING SECTION TOP CHORD 35 US,.057 50 `Except` TOP CHORD Shea ed 0 o nter purlin spacing 1-5, 5-10 W1 36' USWD 035 50, W19 362 USWD 046 50 BOT CHORD 4- - racin 1-11 BOT CHORD 35 USG, 057 50 *Except* WEBS 3 CSJ 2 - 3 9- 3 Attach to back of member full length B2 35 SD 046 50 w/5-#12-14 sds at each end and 12" oc along length WEBS 362 US.ND 035 50 `Except` JOINT ) 2 W2 3611 USWD 057 50, W3 362 USWD 057 50, W13 362 USWD 073 W17 3 2 USWD 073 50, W18 362 USWD 057 50 REACTIONS at/size/ laterial)11/0-3-8/LGF, 20/0-8-0/CON Max Do n 11=3952(load case 1), 20=4364(load c 1) Max Up ift 11=-3370(load case 2), 20= 4499(load FO CES (lb) Max. C tnpression Force -26= 4559, TOI CHORD 1-21=�73, 1-2=-57, 2-3=-6202, 3-23=-6647, 23-24=-6631, 4-24=-6506, 4-5=-6047, 5-6=-5994, 6-25=-5994, 7-25=-5994, 7-8=-4559, 8-26=-4559, 9 9-10=- 3, 11-22=-3866, 10-22=-312 BOT CHORD 20-21�Q, 19-20=-1577, 18-19=-5654, 17-18=-5654, 16-17=-5951, 15-16=-5136, 14-15=-4883, 13-14=-4883, 12-13=-2346, 11-12=-6 WEBS 2-20=-4129, 2-19=-4185, 3-19=-1138, 3-17=-348, 4-17=-40, 4-16=-882, 5-16=-671, 5-15=-395, 6-15=-853, 7-15=-814, 7-14=0, 7-13=-1826, 8-13=-719, 9-13=-2488, 1 9-12=;1500, 9-22=-3294, 12-22=-2781 NOTES 1) This truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclose Building, I = 1.00 k z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 716.08 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) F�orizontal load ap�lied to this truss resulting from the standard wind load, equal to 1600 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting %Ball should be considered when designing truss to wall connections. 3) Prbvide adequate) rainage to prevent water ponding. 4) Top chord load a I lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stai dard 9 Truss Type Qty Ply Trn ROOF TRUSS 1 1 A4 16-32 s Page WEBS i i d QTY (Total = 306 ). All Screws Are #12-14 T/3 i 1-21:2, 4-3:1,0, 4-5:14, 10-22:2, 11-22:9, 21-1:2, 22-11:9 2-19:14, 2-2 i:8, 3-17:2, 3-19:5, 4-16:8, 4-17:2, 5-16:5, 6-14:4, 6-15:2, 6-16:2, 7-14:4, 8-12:13, 8-13:2, 8-14:5, 9-12:4, 9-22:7, 22-9:9, 22-12:9 2-4-0 6-1-0 6-1-0 5-3-6 5-3-6 5-3-6 5-3-6 1 5-3-6 1 5-7-0 j 2-4-0 6-5-0 14-6-0 19-9-6 25-0-13 30-4-3 35-7-9 40-11-0 46-6-0 4.50 12 325USJD097x10 O� 5 23 6 L28 5 /(224 T 3 6 7 8 W9" 0 52 5 4 2 9 5 01 2 2 852 2 ? ':.1: 21 20 19 18 17 16 15 -.4362USWD046x18" 1 M 2 14 8 24 9 2 4 i 4 15 6 2 4 13 12 10 9 7000SJ073x12 22 0-4-0 2-0-0 6-1-0 6-1-0 5-3-6 5-3-6 5-3-6 5-3-6 5-3-6 2-0-0 8-5-0 14-6-0 19-9-6 25-0-13 30-4-3 35-7-9 40-11-0 46-6-0 2-4-0 SCREW QTY CHORDS 18-17:14, 19:14 Truss weight = 300 Ibs WEBS 12-8:13, 1 9:4, 12-22:9, 13-8:2, 14-6:4, 14-7:4, 14-8:5, 15-6:2, 16-4:8, 16-5:5, 16-6:2, 17-3:2, 17-4:2, 19-2:14, 19-3:5, 20-2:9 LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.86 Vert(LL) 0.66 15-16 >796 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.95 Vert(TL) -0.57 15-16 >919 057 5401b 073 6561b BCLL1 0.0 WB 0.93 Horz(TL) -0.22 11 n/a 097 6621b # BCDL 10.0 (Matrix) Min Length / LL defl = 240 _ i STEEL SECTION BRACING TOP CHORD 35 USE 073 50 *Except' TOP CHORD Sheathed nter purlin spacing 1-4, 4-10 W1 361 USWD 035 50, T2 35 USD 057 50, W19 362 USWD 046 50 BOT CHORD 4-0- c e acin 1-11 BOT iCHORD 35 USD 057 50 *Except WEBS 3 8- Attach to back of member full length B2 35 105 50 E w/7-#12-14 sds at each end and 12" oc along length 4 3 CSJ 1 a 2-19 Attach to back of member full length WEBS 362 USWD 035 50 *Except' w/5 #12-14 sds at each end and 12" oc along length W2 3621 USWD 057 50, W3 362 USWD 046 50, W13 362 USWD 046 50 -JOINT W17 3 F2 USWD 073 50. W18 362 USWD 057 50 REA TIONS QUsize/r} aterial)l1/0-3-8/LGF, 20/0-8-0/CON Max Do'YYy' n 11=3952(load case 1), 20=4364(load case 1) Max UpIII 11=-3260(load case 2), 20=-4579(load ) FOR -ES (lb) Max. C �npression Force TOP CHORD 1-21=1191, 1-2=-63, 2-3=-6445, 3-4=-6548, 4-5=-7202, 5- 720 , 6-23=-7202, 6-7=-6979, 7-8=-6979, 8-24=-3337, 9-24=-3337, 9-10=-9, 11-22=-3866, 10-22=-296 BOTICHORD 20-21, 19-20=-1287, 18-19=-5722, 17-18=-5722, 16-17-f- ' 18, 15-16=-6273, 14-'15=-6273, 13-14=-4486, 12-13=-4486, 11-12=-2 WEBS 2-20= 4 125, 2-19=-4528, 3-19=-1003, 3-17=-338, 4-17=-103, 4-16=-1257, 5-16=-821, 6-16=-458, 6-15=0, 6-14=-789, 7-14=-758, 8-14=-1787, 8-13=0, 8-12=-3296, 1 9-12=-340, 9-22=-3785, 12-22=-3089 NOTES 1) TOs truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , ,Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 716.08 sq. ft., 0.6 DL applied. The Left End Vertical and Right �nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1310 Ibs, has been considered to be resisted by tqe diaphragm anc1J,or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting vtall should be considered when designing truss to wall connections. 3) Provide adequate Irainage to prevent water ponding. 4) Top chord load ap lied at 0-0-0 oc via valley trusses above. LOAD CASES) Sta; dard I Ill ■ 071001 MONO HIP 11 12 1A5G s Sep SCREW QTY (Total = CHORDS 1-2:2, 4-3:2 WEBS 2-25:15, 2 12-16:12 SCREW QTY CHORDS 1-26:6, 2, WEBS 14-12:12, 26-2:13 ). All Screws Are #12-14 T/3 -5:22, 13-14:2, 14-13:8 1, 3-23:5. 3-25:10, 4-22:13, 4-23:4. 5-22:2. 6-20:3, 6-21:5. 6-22:5, 7-20:2. 8-18:7. 8-19:4, 8-20:2, 9-18:2, 10-16:8, 10-17:5, 10-18:5, 11-16:2, 12-14:12. 12-15: , 2-2-0 4-2-0 1 4-2-0 4-0-0 4-0-0 1 4-0-0 1 4-0-0 1 4-0-0 1 4-0-0 1 4-0-0 4-0-0 1 4-0-0 2-2-0 6-4-0 10-6-0 14-6-0 18-6-0 22-6-0 26-6-0 30-6-0 34-6-0 38-6-0 42-6-0 46-6-0 4.50 12 325USJD097x10 043_ 5 0 D07%%6 25 2423 22 21 20 19 18 17 60USWD057x14" e IrvlI!p rn 1PLA-ce IwE-3 ?-a Q01211M S" LA4javT 11 12 13 2 1 51 2 3 1 11 21 5 W 1 8 16 15 14 14AtJWLI ArAC*CR- QECPV, IQE n a -ea L*1our 0-2-0 4-2-0 4-2-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-010 2-00- 2-0-0 6-4-0 10-6-0 14-6-0 18-6-0 22-6-0 26-6-0 30-6-0 34-6-0 38-6-0 42-6-0 46-6-0 2-2-0 24-25:15 16-10:7, 16-11:2, 16-12:12, 17-10:5, 18-8:7, 18-9:2, 18-10:5, 19-8:4, 20-6:3, 20-7:2, 20-8:2, 21-6:5, 22-4:13, 22-5:2, 22-6:5, Truss we aht �969 Ibs 25-3: LOADING (psf) TCLL� 20.0 TCDU 20.0 BCLL 5.0 BCL 10.0 SPACING 4-0-0 Code FBC/AISI CSI TC 0.94 BC 0.94 WB 0.85 (Matrix) DEFL (in) (loc) I/deft Vert(LL) 1.10 19-20 >482 Vert(TL) 0.90 19-20 >587 Horz(TL) -0.17 14 n/a Min Length / LL deft = 240 SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b # STEEL ti SECTION BRACING TOP CHORD S athed - -0 on center purlin spacing 1-4, 4-13 TOP CHORD 35 USD T2 35 USD 046 50 *Except* 057 50, W23 60 USWD 073 50 BOT CH R = 0 on er racing 1-14 (2 C J Oga 33 Attach to both web flanges of both plies, full BOT HORD 55 USDII057 WEBS 50 *Except* length, length, w/15 #12-14 at 12" oc WEBS B2 55 362 US USD 097 50 ND 035 50 *Except 600 CSJ 20ga 33 4-22 Attach to both web flanges of both plies, full at 12" oc W1 3621!USWD W8 36?i1USWD 046 50, W2 362 USWD 046 50, W4 362 USWD 046 length, w/13412-14 046 50, W16 362 USWD 073 50 (2)600 CSJ 20ga 33 12-16 Attach to both web flanges of both plies, full 12" oc W18 362 USWD 073 50, W20 362 USWD 046 50 length, Attacw/12h at t both (2)600 CSJ 20ga 33 12-14 Attach to both web flanges of both plies, full W22 362 USWD 057 50 length, w/9412-14 at 12" oc REACTIONS at/size/ LriaI)1410-4-0/UKN, 26/0-4-0/UKN Max DoN in 14=7131(load case 1), 26=7327(load case 1) Max Uplf tt 14=-10379(load case 2), 26=-11260(load case 2) FORCES TOP (lb) Max. Compression CHORD 1-2=-V Force 93, 2-3=-10593, 3-4=-13103, 4-5=-15449, 5-6=-15449, 6-7=-18695, 7-8=-18695, 8-9=-17175, 9-10=-17175, 10-1 1=-1 0751, 11-12=-10751, 12-13=-3, BOT 13-14- CHORD 1-26=- 127 073, 25-26=-2060, 24-25=-15004, 23-24=-15004, 22-23=-18851, 21-22=-26436, 20-21=-26436, 19-20=-27091, 18-19=-27091, 17-18=-21162, 16-17=-21162, 15-1628 2-26=-§65, 529, 14-15=-8529 2-25=-13392, 3-25=-2922, 3-23=-4569,4-23=-1804, 4-22=-6584, 5-22=-353, 6-22=-3431, 6-21=-2251, 6-20=-1514, 7-20=402, 8-20=-560, 8-19=-2096, WEBS 1 8-18=- 083, 9-18=-358, 10-18=-5486, 10-17=-2133, 10-16=-5674, 11-16=-313, 12-16=-10274, 12-15=-2266, 12-14=-8870 NOTES 1) 2 ply truss to be co ' nected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords con acted with 1 row at 12 inches on center. 2) This truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposures , ategory C, Enclosed Building, I = 1.00 , Kz =1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.919 ft. using a toplchord tributary area of 713.02 sq. ft., 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load ap{ ied to this truss resulting from the standard wind load, equal to 826 Ibs, has been considered to be resisted by tlje diaphragm andYJor other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied t the supporting all should be considered when designing truss to wall connections. 4) F�r truss to truss bnnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load s). 5) Provide adequate rainage to prevent water ponding. 6) Load case(s) 1, 2, S, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of tl is truss. 7) gttach 5.5USGP 12" at location of tie-in trusses -See detail US2US-4B.1 8) g,pecial connecto i s required at joints 23, 9) Top chord load ap lied at 0-0-0 oc via valley trusses above. LOAD CASES) Continued on page 2 -Fuss Type Ply Truss MONO HIP jQty 1 2 A5G _OAD CASE(S) 1) Live: j Uniform Loads 2=- Vert: s (plo 40 , 2-3=-140.0, 3 4= 140.0, 4-5= 70.0, 5-6= 70.0, 6-7=-70.0, 7-8=-70.0, 8-9= 70.0, 9-10=-70.0, 10-11=-70.0, 11-12=-70.0, 12-13=-70.0, 1-26=- , 25-26=-40.0, 25=-40.0, 23-24=-40.0, 22-23=-248.7, 21-22=-248.7, 20-21=-248.7, 19-20=-248.7, 18-19= 248.7, 17-18=-248.7, 16-17=-248.7, 15-16=-248.7, 14-15=-248.7 Concentrated Loads (I ) Vert: 23=-118 2) Wind 1 C&C: uniform Loads (plf) III Vert: 1-2=-36. 2-3=-36.0, 3-4=-36.0, 4-5=-26.0, 5-6=-26.0, 6-7=-26.0, 7-8=-26.0, 8-9=-26.0, 9-10=-26.0, 10-11=-26.0, 11-12=-26.0, 12-13=-26.0, 1-26=-2 ., 25-26=-24.0,4-25=-24.0, 23-24=-24.0, 22-23=-77.5, 21-22=-77.5, 20-21=-77.5, 19-20=-77.5, 18-19=-77.5, 17-18=-77.5, 16-17=-77.5, 15-16=-77.5, 14-16=-77.5 Normal: 1-2 , 137.1,2-92.6, .1, 3-4 237.119 20=13.3, 5 6=-19.3, 6-7 17.6, 7-8=-6?16817=592.6, 9-10= 596, 104 15=592.61-12=-13.3, 12-13=-13.3, 1-26=34 , 21 Concentrated Loads (, ) Vert:23=273. 3) Wind 2 C&C: Uniform Loads (plf) j Vert:1-2=-36 0, 2-3=-36.0, 3-4=-36.0, 4-5=-6.0, 5-6=-6.0, 6-7=-6.0, 7-8=-6.0, 8-9=-6.0, 9-10=-6.0, 10-11=-6.0, 11-12= 6.0, 12-13=-6.0, 1-26=-24.0, -15=-1 1.1 24-25=-24.0, 3-24=-24.0, 22-23=-131.1, 21-22=-131.1, 20-21=-131.1, 19-20=-131.1,18-19=-131.1, 17-18=-131.1, 16-17=-131.1,15-16=-131.1,14-11-26=3.1 Normal: 28 22=44.8,82 . , 44 8?19 4-5=- 8,918-69=44.8, 67-18 44.8, 66-67=44.8, 15 16=44i8, 14215=44.81=-82.9, 11-12= 82.9, 12-13=-82.9, 1-26=322.9, Concentrated Loads k b) Vert: 23=42 4) De�Id: _ Uniform Loads (plf) 2Vert 5 261 40 0�24 25= 40.0, 2 246 40.0, 22-23=0147.1, 21 22= 147..11,, 20-21 147.1,19-200147.01 8 19,-0147.1 30.0181.147.1,016-17= 147 10 051�66-147.11, 14-15=-147. Concentrated Loads (lb) Vert: ROOF TRUSS 13 11 1 A-ELE 0017 i 1 a Monarch Compan CREW CITY (Total: H6FDS 1-2:2, 5-4', IEBS 2-26:12, 2 12-16:4, 1 n CITY S 1-27:25, 15-12:6, LOADING (psf) TCLL 20.0 TCDJL 15.0 BCL� 0.0 BCDL 10.0 STEEL SECTION TO I CHORD 35 U£ T1 35 BOT CHORD 55 Ur WEBS 362 U W1 31 W9 31 W11 W14: Max :ES (lb) Max. CHORD 1-2= 7-31 CHORD 1-27 18-1 7-21: 11-11 NOTES 1) This truss has be 2) This truss design 33.F3 ft., Exposur 7.90 ft. using a t 3) WARNING: The proper transportE contractor. Ensu Provide adequate 5) Top chord load a LOIAD CASE(S) St 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1 ). All Screws Are #12-14 T13 :9, 9-8:2, 9-10:4, 14-13:2 3-24:2, 3-26:4, 4-23:3, 4-24:2, 5-23:4, 6-22:4, 6-23:3, 7-21:7, 7-22:4, 8-20:9, 8-21:11, 9-19:10, 9-20:8, 10-17:4, 10-18:5, 10-19:5, 11-16:3, 11-17:5, 12-15:6, 6-8 11 6 8 11 6 8 11 ,6 8 I 6-8-0 1 4-0-0 6-6-3 FI 6-8-2 0-1-13 1-14, 4-7-3 4-9-0 2-4-0 9-0-11 15-9-5 22-6-0 29-2-0 35-10-0 42-4-342-6-0 53-2-2 57-2-0 61-11-0 66-8-069-0-0 46-6-0 57-3-13 4.50 12 325USJDg073x10 325USJDg073x10 �5 6 30 'T27 31 8 OR 8 q 9 3 4 47 9 2 3 7W 9WO 11 3 W1654�2 31 T 5 •\ 6 / 8 3 34l2 4 4 9 4 5 4 554 5 W 4 a , 51314 o 1 2 9 2 2 2 7 a 3 B2 7 9 4 CSK _ 3 4' IN 8 2 Too O 81 9 O 20 1D02"M 2Q5 24 23 22 525MDO73y925USJDO7?612 700VOJD073x6 60USWDO35x2O" 525USJD073x112 00 5USJD073x10 C 3 K G 7 2-0-0 0 a-0 1-6-0 2-4-0 0- 6-8-11 6-8-11 6-8-11 10-0-0 10-0-0 -4- 0- -0 6-6-0 1 10 0 9-6-0 0 -0 2-0-0 9-0-11 15-9-5 22-6-0 32-6-0 42-6-0 44-104B-6-053-0-0 54-10-0 66-8-0 67-0-0 46-4-0 57-2-0 69-0-0 2-4-0 5:18, 16-15:3, 16-17:2, 17-16:2, 17-18:5, 20-19:9, 20-21:4, 21-20:4, 21-22:11, 25-24:25, 25-26:26 9:24, 19-10:5, 20-8:15, 20-9:16, 21-7:14, 21-8:11, 22-6i 22-7:9, 23-4:7, 3:9, 16-11:3, 16-12:4, 17-10:4, 17-11:5, 18-10:5, 19-■ 23-5:4, 23-6:3, 24-3:2, 24-4:2, Tniss weiaht = 464 Ibs SPACING 4-0-0 CSI 7DEFL (in) floc) fl SCREW VALUE. (#12-14T/3) Code TC 0.95 L) 0.43 2 035 2561b 046 4501b FBC/AISI BC 0.92 L) -0.38 -23%/a 9 057 5401b 073 6561b WB 0.93 TL) 0 19 097 6621b # (Matrix) Min Len / LL de - 057 50 'Except' SD 073 50 03550 ND 035 50 *Except* USWD 046 50, W2 362 USWD 046 50, W6 36 D USWD 057 50, W10 362 USWD 057 50 2 USWD 057 50, W13 362 USWD 046 50 2 USWD 073 50, W15 362 USWD 073 50 CH9549heathed or 2-0-0 on center purlin spacing 1-5, 5-9, 9-14 CHORD 4-0-0 on center bracing 1-21, 21-20, 20-17, 17-16, 16-14 S 1 Row at midpt 362CSJ 20ga 33 2-26 8-21 Attach to back of member full length w/5-#12-14 sds at each end and 12" oc along length 362CSJ 18ga 33 8-20 Attach to back of member full length w/5-#12-14 sds at each end and 12" oc along length 362CSJ 16ga 50 7-21 Attach to back of member full length w/4-#12-14 sds at each end and 12" oc along length 362CSJ 14ga 50 9-19 Attach to back of member full length w/4412-14 sds at each end and 12" oc along length 27/0-8-0/CON, 19/0-8-0/LGF, 18/0-8-0/LGF, 15/0-8-0/CON 27=4140(load case 5), 19=5989(load case 1), 18=1150(load case 6), 15=1385(load case 6) 27=-4409(load case 2), 19=-4818(load case 2), 18=-801(load case 2), 15=-2146(load case 2) npression Force 57, 2-28=-6187, 3-28=-5889, 3-29=-6020, 4-29=-5722, 4-5=-4891, 5-6=-4399, 6-30=-3470, 7-30=-3470, 12, 8-31=-912, 8-9=0, 9-10=-859, 10-32=-145, 11-32=-192, 11-33=-551, 12-33=-583, 12-13=-1036, 13-14=-951 26-27=-37, 25-26=-4184, 24-25=-4184, 23-24=-4108, 22-23=-2709, 21-22=-1624, 20-21=0, 19-20=-1787, 938, 17-18=-939, 16-17=-174, 15-16=-409, 14-15=0 712, 2-26=-4209, 3-26=-730, 3-24=-427, 4-24=0, 4-23=-1498, 5-23=-580, 6-23=-378, 6-22=-1621, 7-22=-1393, 596, 8-21=-2258, 8-20=-3710, 9-20=-3312, 9-19=-5041, 10-19=-994, 10-18=-1011, 10-17=-577, 11-17=-954, 599, 12-16=-763, 12-15=-700, 13-15=-599 i designed for unbalanced loading conditions. I with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = i chord tributary area of 1584.65 sq. ft., 0.6 DL applied. Design Velocity Pressure, qh = 42.94 psf. nusually long span and/or configuration of this truss requires that extreme care be used in its application. Use )n, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building that over-all building bracing is designed by a qualified engineer, architect, or building designer. irainage to prevent water ponding. died at 0-0-0 oc via valley trusses above. 07100 7.16-32 s Truss Type �Qty I Ply Truss ROOF TRUSS 1 2 AFG E SCREW CITY (Total = 70 ). All Screws Are #12-14 T/3 CHORDS 1-10:6, 5-6 5, 6-5:5, 10-1:6 WEBS 1-9:6, 2-9. , 3-7:2, 3-8:2, 3-9:2, 4-7:2, 5-7:7 4-7-4 3-9-0 3-9-0 4-7-4 4-7-4 g-4-4 12-1-4 16-8-8 r 1I 11 12 2 1 14 4 155 o g 'r , 1. 2 2 2 7 5 6 6 �� g Wgj W_ \ i 0 2 x. N /, / ; .� 5 6 3 2� 2 \ 2 2 7 6 o o o . j' o 9 8 7 6 C2K KO(:!-%:KD 4-7-4 3-9-0 3-9-0 4-7-4 4-7-4 8-4-4 12-1-4 16-8-8 SCREW QTY III Truss weight = 14 WEBS 7-3:2, 7-4' , 7-5:7, 8-32, 9-1:6, 9-2:3, 9-3:2 SPACING 4-0-0 CSI TIC 0.46 (in) (loc) I/dkr 0.08 8 >9561b W VALUE. (#12-14 T13) 046 4501b LOADING (psf) TCLL 20.0 TCDL 15.0 5.0 Code FBC/AISI BC 0.32 0.08 8 >940Ib 073 656Ib 621b BCLL WB 0.40 0.02 6 M # BCDL 10.0 (Matrix) LL deft = 240 STEEL SECTION TOP CHORD 35 US 035 50 `Except' D eathe in spacing 1-5 W1 36� USWD 035 50, W9 362 USWD 035 50 0-0 on BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 REPICTIONS Qt/size/II aterial)10/0-8-0/CON, 6/0-4-0/LGF Max DC,>j�rn 10=2814(load case 1), 6=2564(load case 1 Max Uplift 1 0=-1 521 (load case 2), 6=-1480(load ) FORCES (Ib) Max.' impression Force TOP CHORD 1-10=-2728; 1-11=-2651, 11-12=-2651, 2-12=-2651, 2-1 2651, 3-13=-2651, 3-14=-2867, 4-14=-2867, 4-15=-2867, 5-15=-2867, 5-6=-2476 BOT CHORD 9-10=-, , 8-9=-2636, 7-8=-2636, 6-7=-1 WEBS 1-9=-2756, 2-9=-782, 3-9=-993, 3-8=0, 3-7=-732, 4-7=-1056, 5-7=-2342 1) 2L ply truss to be c o center. 2) rhis truss designs Building, I = 1.00 , Vertical and Right 3) For truss to truss is delegated to the 4) Provide adequate 5) Load case(s) 1, 2, 6) Attach 35USGP 7) Top chord load ar LOAD CASE(S) 1) Live: Uniform Loads (pi Vert: 1-11' 5-15=-14C Concentrated Loa Vert: 1=-1 2) Wind 1 C&C: (Uniform Loads (pl + Vert:1-11 9-10=-24. Normal: 1 5-15=225 Concentrated Loa Vert: 2=61 nected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 1584.65 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) iuilding designer. •ainage to prevent water ponding. 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 2" at location of tie-in trusses - See detail US2US-3B.1 ied at 0-0-0 oc via valley trusses above. 40.0, 11-12=-140.0, 2-12=-140.0, 2-13=-140.0, 3-13=-140.0, 3-14=-140.0, 4-14=-140.0, 4-15=-140.0, 9-10=-40.0, 8-9=-40.0, 7-8=40.0, 6-7=-40.0 :lb) 2=-333 3=-333 4=-333 11=-9112=553 15=-636 36.0, 11-12=-36.0, 2-12=-36.0, 2-13=-36.0, 3-13=-36.0, 3-14=-36.0, 4-14=-36.0, 4-15=-36.0, 5-15=-36.0, 8-9=-24.0, 7-8=-24.0, 6-7=-24.0 1=225.5, 11-12=225.5, 2-12=225.5. 2-13=225.5, 3-13=169.2, 3-14=169.2, 4-14=225.5. 4-15=225.5, > (lb) 11 =1 05 12=-385 3) Wind 2 C&C: I ontinued on page 2 07 Truss Type Qty Ply Truss ROOF TRUSS 1 2 AFG 7.16-32 s Sep 25 200 —Aegis Metal Framing, LLC Mon 2 LOAD CASE(S) Uniform Loads (plf) Vert: 1-11=-3 .0, 11-12=-36.0, 2-12=-36.0, 2-13=-36.0, 3-13=-36.0, 3-14=-36.0, 4-14=-36.0, 4-15=-36.0, 5-15=-36.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0, 6-7=-24.0 Normal: 1-11.66.1, 11-12=-66.1, 2-12=-66.1, 2-13=-66.1, 3-13=-66.1, 3-14=-66.1, 4-14=-66.1, 4-15=-66.1, 5-15=-66.1 Foncentrated Loads Vert: 2=6001—10512=-385 4),Dead: Uniform Loads (plf) Vert: 1-11=-6 .0, 11-12=-60.0, 2-12=-60.0, 2-13=-60.0, 3-13=-60.0, 3-14=-60.0, 4-14=-60.0, 4-15=-60.0, 5-15=-60.0, 9-10= 40.0, 8-9= 40.0, 7-8= 40.0, 6-7= 40.0 6oncentrated Loads b) 1 Vert:2=-148 1=-1212=251 071 ROOF TRUSS I 1 12 S CREW CITY (Total = 146 ). All Screws Are #12-14 T/3 :HORDS 1-30:6, 13- ,4:3, 14-13:3, 30-1:6 IIEBS 1-29:13, 2- 9:3, 3-27:9, 3-28:2, 3-29:14, 4-26:8, 4-27:9, 5-24:2, 5-25:2, 5-26:9, 6-23:2, 6-24:2, 7-21:9, 7-22:2, 7-23:8, 8-20:8, 8-21:5, 9-18:9, 9-19:2, 9-20:8, 10-17:6, 10-18:8, 11-15:7, 1111 6:2. 11-17:6, 12-15:2, 13-15:7 1 2- 3-3-8 , 4-0-0 4-0-0 4-4-6 3-1-0 3-1-0 4-4-6 4-0-0 4-0-0 1-2 12 4-6-4 T 8-6-4 12-6-4 16-10-10 19-11-10 23-0-10 27-5-0 31-5-0 35-5-0 38-8-8 39-11-4 r I 112 3 34 5 6 7 8 9 192 11 1213 O i o 6 3 9 9 8 9 2 8 9 5 8 8 9 8 6 6 7 9 N g 3 8 9 8 9:P7477 329 28 27 26 25 24 23 22 21 20 19 18 17 16 1514 E MBEh I 1i6 l N7D ML+.VA"2 ' MJELD P-E�pN1It�31D s rFT SEE uy &L � lsyy�T, -2 3-3-8 4-0-0 2-0-0 2-0-0 2-2-3 2-2-3 3-1-0 3-1-0 2-2-3 2-2-3 2-0-0 2-0-0 4-0-0 1-2I 12 4-6-4 8-6-4 10-6-4 12-6-4 14-8-716-10-10 19-11-10 23-0-10 25-2-13 27-5-0 29-5-0 31-5-0 35-5-0 38-8-8 39-11-4 SCREW CITY , 26-5:9, 27-3:8, 17-11:6, 18-9:9, 18-10:8, 19-9:2, 20-8:8, 20-9:8, 21-7:9, 21-8:5, 22-7:2, 23-6:6, 23-7:8, 24-5:2, 24-Tru WEBS 15-11:7, 15112:2, 27-4:9, 28-5:2, 15-13:7, 16-11:2, 17-10:6, 29-1:13, 29-2:3, 29-3:11 s wei, t_7-_6 Truss weight = 690 Ibs LOADING (psf) SPACING 1-4-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.91 Vert(LL) -0.42 22-23 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.83 Vert(TL) 1.02 22-23 >465 057 5401b 073 6561b BCLL 0.0 WB 0.82 Horz(TL) -0.17 14 n/a 097 6621b # BCDL 10.0 (Matrix) Min Length / LL defl = 240 STEEL SECTION BRACING TOP i HORD 55 USD 057 50 *Except* TOP CHORD She - W1 60 UlJSWD 073 50, W29 60 USWD 073 50 BOT CHORD 1- on c racing 0-14 BOT CHORD 55 USD�73 50 WEBS 362 US D 035 50 *Except' W4 60 SWD 073 50, W6 60 USWD 073 50, W24 362 USWD 057 50 W26 362 USWD 046 50 REACTIONS QUsize/m terial)30/0-8-0/CON, 14/0-3-10/LGF Max Dowjil 30=7349(load case 1), 14=3467(load case Max Uplii 30=-7147(load case 2), 14=-3564(load ) FORCES (lb) Max. Corrlpppression Force TOP CHORD 1-30=-6882, 1-2=-2454, 2-3=-2454, 3-31=-20615, 4-31=-2061�, 4-5=-22696, 5-6=-25636, 6-7=-25914, 7-8=-20381, 8-9=-18116, 9-10=-13244, 10-32=-10995, 11-32=-(1,0995, 11-12=-1310, 12-13=-1310, 13-14=-3234 BOT HORD 29-30=-�107, 28-29=-14182, 27-28=-14182, 26-27=-22475, 25-26=-27867, 24-25=-27867, 23-24=-28061, 22-23=-25150, 21-22=-25150, 20-21=-21607, 19-20=-16493 18-19=116493, 17-18=-11418, 16-17=-6163, 15-16=-6163, 14-15=-26 WEBS 1-29=-6 01, 2-29=-1267, 3-29=-12606, 3-28=-154, 3-27=-9645, 4-27=-4440, 4-26=-3932, 5-26=-3695, 5-25=0, 5-24=-350, 6-24=-613, 6-23=0, 7-23=-3675, 7-22=-2 1, 7-21=-3924, 8-21=-2519, 8-20=-3348, 9-20=-3834, 9-19=-140, 9-18=-3885, 10-18=-3705, 10-17=-2761, 11-17=-6111, 11-16=-18, 11-15=-5740, 12-15=- 1, 13-15=-3524 1) 2-ply truss to be connected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords conn�cted with 1 row at 12 inches on center. 2) This truss designed ,Vvith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33'8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.9,7 ft. using a top hord tributary area of 1583.30 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. esign Velocity Pressure, qh = 42.94 psf. 3) For truss to truss co nection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s' Design of connection(s) is delegated to the building designer. 4) Pro„ide adequate damage to prevent water ponding. 5) Load case(s) 1, 2, 3 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Attach 5.5USGP x 12" at location of tie-in trusses - See detail US2US-4B.1 7) Spacial connections, required at joints 23, fl� Top chord load appl ed at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: 10 Uniform Loads Of) Vert: 1-2=-4 7, 2-3=-46.7, 3-31= 46.7, 4-31=-46.7, 4-5=-46.7, 5-6= 46.7, 6-7=-46.7, 7-8=-46.7, 8-9= 46.7, 9-10=-46.7, 10-32=46.7 11-32=-46.7, 11-12=46.7, 12-13=-46.7, 29-30=-13.3, 28-29=-13.3, 27-28=-13.3, 26-27=-13.3. 25-26=-13.3, 24-25=-l&Z 23-24=-13.3, 22-23=-13.3, 21-22=-13.3, 20-21=-13.3, 19-20=-13.3, 18-19=-13.3, 17-18=-13.3, 16-17=-13.3, 15-16=-13. ' 14-15=-13.3 'ontinued on page 2 Truss Type Qty Ply Truss ROOFTRUSS 1 I 2 AG 13:39:46 2008 Page 2 LOAD CASE(S) Concentrated Loads Vert:2=-165 2) Wind 1 C&C: Uniform Loads (plf) Vert: 1-2=-1: 12-13=-12.0, 17-18=-8.0, ' Normal: 1-2= onicentrated Loads Vert: 2=-125 3) Wind 2 C&C: Uniform Loads (plf) Vert: 1-2=-1: 12-13=-12.0, 17-18=-8.0, ' Normal: 1-2= 12-13=-21.8 Concentrated Loads Vert: 2=-125 4) Dead: Uniform Loads (plf) Vert: 1-2=-2( 12-13=-20.0, 18-19=-13.3, Concentrated Loads Vert:2=4361 4=-1953 5=-1887 23=-2557 2-3=-12.0, 3-31=-12.0, 4-31=-12.0, 4-5=-12.0, 5-6=-12.0, 6-7=-12.0, 7-8=-12.0, 8-9=-12.0, 9-10=-12.0, 10-32=-12.0, 11-32=-12.0, 11-12=-12.0, 1-30=-8.0; 28-29=-8.0, 27-28=-8.0, 26-27=-8.0, 25-26=-8.0, 24-25=-8.0, 23-24=-8.0, 22-23=-8.0, 21-22=-8.0, 20-21=-8.0, 19-20=-8.0, 18-19=-8.0, 17=-8.0, 15-16=-8.0, 14-15=-8.0 .3. 2-3=73.3, 3-31=73.3, 4-31=61.8. 4-5=61.8, 5-6=61.8, 6-7=61.8, 7-8=61.8, 8-9=61.8, 9-10=61.8, 10-32=61.8, 11-32=73.3, 11-12=73.3, 12-13=73.3 3=3016 4=1483 5=3016 23=2615 2-3=-12.0, 3-31=-12.0, 4-31=-12.0, 4-5=-12.0, 5-6=-12.0, 6-7=-12.0, 7-8=-12.0, 8-9=-12.0, 9-10=-12.0, 10-32=-12.0, 11-32=-12.0, 11-12=-12.0, 1-30=-8.0, 28-29=-8.0, 27-28=-8.0, 26-27=-8.0, 25-26=-8.0, 24-25=-8.0, 23-24=-8.0, 22-23=-8.0, 21-22=-8.0, 20-21=-8.0, 19-20=-8.0, 18-19=-8.0, 17=-8.0, 15-16=-8.0, 14-15=-8.0 1.8, 2-3=-21.8, 3-31=-21.8, 4-31=-21.8, 4-5=-21.8, 5-6=-21.8, 6-7=-21.8, 7-8=-21.8, 8-9=-21.8, 9-10=-21.8, 10-32=-21.8, 11-32=-21.8, 11-12=-21.8, 3=-768 4=-398 5=-768 6=-220 23=-999 ), 2-3=-20.0, 3-31=-20.0, 4-31=-20.0, 4-5=-20.0, 5-6=-20.0, 6-7=-20.0, 7-8=-20.0, 8-9=-20.0, 9-10=-20.0, 10-32=-20.0, 11-32=-20.0, 11-12=-20.0, 9-30=-13.3, 28-29=-13.3, 27-28=-13.3, 26-27=-13.3, 25-26=-13.3, 24-25=-13.3, 23-24=-13.3, 22-23=-13.3, 21-22=-13.3, 20-21=-13.3, 19-20=-13.3, 7-18=-13.3, 16-17=-13.3,15-16=-13.3, 14-15=-13.3 4=-635 5=-1226 6=-351 23=-1595 Job IIISt.Lucie Oaks Commercial Center Truss Type Qty Ply Truss _ MONO HIP 1 2 AG1 SCREW QTY (Total = 147 ). All Screws Are #12-14 T/3 CHORDS 1-2:5, 3-2:1 , 3-4:23, 13-14:5, 14-13:5 WEBS 2-24:27, 2- :12, 3-23:19, 3-24:11, 4-23:2. 5-21:9. 5-22:17, 5-23:13, 6-21:2, 7-19:6, 7-20:7, 7-21:3, 8-19:2, 9-17:7, 9-182, 9-19:7, 10-17:2, 11-15:18, 11-16:2, 11-17:8, 12-15:2, � 13-15:8 ' 2-2-0 3-7-5 2-4-6 2-4-6 1 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 t 3-6-0 2-2-0 5-9-5 8-1-11 10.6-0 14-6-0 18-6-0 22-6-0 26-6-0 30-6-0 34-6-0 38-6-0 42-0-0 12 0l N 7000SJD073712 24 23 22 11 21 20 MEO PLAng / w ELO eQ QU <QX'*3 �5ift LA`taT 19 18 '1 o 14 -*WAS 4%ANGEf-I E4N Ua_ SQU%un 5EE t.NWT` 0-2-0 2-0-0 3-7-5 1 2-4-6 1 2-4-6 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 i 4-0-0 2-0-0 5-9-5 8-1-11 10-6-0 14-6-0 18-6-0 22-6-0 26-6-0 30-6-0 34-6-0 38-6-0 42-0-0 2-2-0 QTY i 1-25:8 15-11.18, l�-1'2:2,15-13:8,16-11:2,17-9:7,17-10:2,17-11:8,18-9:2,19-7:6, 19-8:2, 19-9:7, 20-7:8, 21-5:9, 21-6:8, 21-7:3, 22-5:18, 23-3:19, Truss weight 61 bs 24-3:11, 25-2:15 1 LOADING (psf) SPACING 1-4-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14T13) TCLLI 20.0 Code TC 0.97 Vert(LL) 1.18 19-20 >403 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.91 Vert(TL) . -1.18 19-20 >403 057 5401b 073 6561b BCLLI 0.0 WB 0.93 Horz(TL) -0.19 14 n/a 097 6621b # BCDL 10.0 (Matrix) Min Length / LL deft = 240 STEEL SECTION BRACING TOP i HORD 55 USD1111 057 50 -Except- TOP CHORD heath - , 3-13 T2 55 L1SD 097 50, W23 60 USWD 073 50 BOT -0-0 o e t r bracing 1-14 BOT CHORD 55 55 ;097 50 WE 0 • J 20ga 33 2-24 Attach to both web flanges of both plies, full WEB 362 USWD 035 50 *Except` length, Attach to at 12" oc W1 362i.USWD 046 50, W4 362 USWD 046 50, W6 60 USWD 07 (2)600 CSJ 20ga 33 3-23 Attach to both web flanges of both plies, full W8 362('USWD 046 50, W12 362 USWD 073 50 length, w/19-#12-14 at 12" oc W14 362 USWD 073 50, W16 60 USWD 073 50, W1 07 0 (2)600 CSJ 20ga 33 11-15 Attach to both web flanges of both plies, full W22 3612 USWD 073 50 length, w/18412-14 at 12" oc REACTIONS (jt/size/ eterial)14/0-4-0/UKN, 25/0-4-0/UKN Max Do n 14=5628(load case 1), 25=12289(load ca 1) Max Uplift 14=-5318(load case 2), 25=-12807(load case 2) FOR�ES (lb) Max. Cojpipression Force TOP CHORD 1-2=-4 1, 2-3=-19049, 3-4=-28978, 4-5=-28978, 5-6=-47336, 6-26=-47336, 7-26=-47336, 7-8=-40258, 8-9=-40258, 9-27=-24687, 10-27=-24687, 10-11=-24687, 11-12=I7977,12-13=-7977,13-14=-5741 BOTICHORD 1-25=-�a22, 24-25=-4730, 23-24=-18067, 22-23=-41646, 21-22=-41646, 20-21=-45194, 19-20=-45194, 18-19=-31042, 17-18=-31042, 16-17=-14859, 15-16=-14859, 14-15=14 _ _ WEBIS 8-19=-'�,�769 19=-855769- 8241259 173 261160-1 4359, 11017= 994169016-2 47811-815=-8964562 5217075183 15=-93428, 7-20=-3012, 7-19=-7880, NOTES 1) 2-ply truss to be connected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords con ected with 1 row at 12 inches on center. 2) Thj-s truss has bee, jdesigned for unbalanced loading conditions. 3) TAis truss designe i ith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure ategory C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 12.00 ft. using a to chord tributary area of 581.02 sq. ft., 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Ve�ocity Pressure, = 42.94 psf. 4) Horizontal load app, led to this truss resulting from the standard wind load, equal to 144 Ibs, has been considered to be resisted by the diaphragm and nor other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied tothe supporting wall should be considered when designing truss to wall connections. 5) S�ecial connections) required to support concentrated load(s) atjoint(s) 22, 21, 20. C P ovide adequate �{ainage to prevent water ponding. 7) Ldad case(s) 1, 2 s been modified. Building designer must review loads to verify that they are correct for the intended use of this trl ss. 8) Attach 5.5USGP x 2" at location of tie-in trusses - See detail US2US-4B.1 9) Special connection required at joints 20, 22,.21, 10) (op chord load ap lied at 0-0-0 oc via valley trusses above. LOAD CASE(S). Sta II and Except: 1) Live: Continued on page 2 071 7.16-32 s MONO HIP 11 12 IAG1 29 LOADiCASE(S) Standard Except: Uniform Loads (plf) Vert: 1-2=-4 7, 2-3=-46.7, 3-4=46.7, 4-5=-46.7, 5-6=-46.7, 6-26=-46.7, 7-26=-46.7, 7-8=-46.7, 8-9=-46.7, 9-27=46.7, 10-27=46.7, 10-11=-46.7, 11-12=-46.7, 12-13=-46.7,-25=-13.3, 24-25=-13.3, 23-24=-13.3, 22-23=-13.3, 21-22=-13.3, 20-21=-13.3, 19-20=-13.3, 18-19=-13.3, 17-18=-13.3, 16-17=-13.3, 15-16=-13.3. 14-15=-13.3' Soncentrated Loads lb) Vert: 22=-7513 21=-3952 20=-3952 2).Wind 1 C&C: Uniform Loads (plf) Vert: 1-2=-12 0, 2-3=-12.0, 34=-12.0, 4-5=-12.0, 5-6=-12.0, 6-26=-12.0, 7-26=-12.0, 7-8=-12.0, 8-9=-12.0, 9-27=-12.0, 10-27=-12.0, 10-11=-12.0, 11-12=-12.0, 12-13=-12.0,,i1-25=-8.0, 24-25=-8.0, 23-24=-8.0, 22-23=-8.0, 21-22=-8.0, 20-21=-8.0, 19-20=-8.0, 18-19=-8.0, 17-18=-8.0, 16-17=-8.0, 15-16=-8.0, 14-15=-8.0 Normal: 1-2 9.0, 2-3=79.0, 3-4=73.3, 4-5=73.3, 5-6=73.3, 6-26=73.3, 7-26=61.8, 7-8=61.8, 8-9=61.8, 9-27=61.8, 10-27=73.3, 10-11=73.3, 11-12=73.3, 12-13=73.3, 1-25=115.7 Co I centrated Loadsl'(Ib) Vert: 22=90 Y 21=3370 20=3370 i i Truss Type Qty Ply Truss MONO HIP 18 1 B 16-32 s 15:08:18 2008 Page 1 QTY (Total = (222 ). All Screws Are #12-14 T/3 i 1-15:2, 7-6:1 7-8:8, 9-16:2, 10-16:12, 15-1:2, 16-10:12 1-14:4, 2-1 '2, 3-13:7, 3-14.9, 4-13:4, 5-12:5. 5-13:3, 6-12:6, 7-11:7, 7-12:10, 8-11:5, 8-16:10, 16-8:10, 16-11:7 2-5-0 1 2-0-0 5-5-15 5-5-15 1 5-5-15 5-1-15 4-5-1 4-3-8 2-5-0 4-5-0 9-10-15 15-4-14 20-10-12 26-0-11 30-5-12 34-9-4 QTY 325USJ®673x10 5 7000SJ073x12 15 0-514k C;4 K) 13 12 -1 -1 1J 2-0-0 `��rrrr5 10-11-14 9-7-0 4-3-8 2-0-0 9-10-15 20-10-12 30-5-12 34-9-4 2-5-0 16 -7:7. 11-:8:5. 11-16:7. 1 12-7:10. 13-3:7, 13-4:4, 13-5:3, 14-1:4, 14-2:14, 14-3:15 = 201 LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.88 Vert(LL) 0.30 12-13 >999 035 2561b 046 4501b TCDL) 15.0 FBC/AISI BC 0.94 Vert(TL) -0.46 12-13 >845 057 5401b 073 6561b BCLL 0.0 WB 0.78 Horz(TL) 0.09 .10 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEFL SECTION BRACING TOP HORD 35 USDi 046 50 *Except* TOP CHO D thed or 0 n center purlin spacing 1-7, 7-9 W1 362tIUSWD 035 50, T2 35 USD 035 50, W15 60 USWD 035 50 BOT CHO 0- n ce t r bracing 15-10 BOT CHORD 35 US :035 50 WEBS 1 R pt 7-12, 7-11 WEBS 362 US I D 035 50 *Except' INT(S 16 W3 362 (USWD 057 50, W4 362 USWD 057 50, W12 362 USWD 046 5 W13 3 2 USWD 046 50 REACTIONS Qt/size/ terial)10/0-8-0/CON, 14/0-10-0/CMU Max Don 10=2875(load case 1), 14=3312(load case Max Uplit 10=-2458(load case 2), 14=-3573(load case FORCES (lb) Max. Co pression Force TOP'CHORD 1-15= 48, 1-2=-948, 2-3=-764, 3-17=-4539, 4-17=-4360, 4-5=-4545, 5-18=-3155, 6-18=-3066, 6-7=-3308, 7-8=-1676, 8-9=-371, 10-16=-2845, 9-16=-201 BOTiCHORD 14-15= 13-14=-1602, 12-13=-2181, 11-12=-451, 10-11=-371 WEBS 1-14=- [4, 2-14=-310, 3-14=-3846, 3-13=-976, 4-13=-787, 5-13=-505, 5-12=-1164, 6-12=-3 , 7-12=-2188,7-11=-1758, 8-11=-971, 8-16=-2121, 11-16=-368 Nti I rz 1) T is truss designeddh ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed B�ilding, I = 1.00 , Iz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 397.23 sq. ft., 0.6 DL applied. The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qhl= 42.94 psf. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1121 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shll be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Provide adequate drainage to prevent water ponding. 4) Top chord load app), ed at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stan(ard i i �• i w i Job St.Lucie Oaks Commercial Center Truss Type Oty ITruss 0710017 i MONO HIP 1 1 Bi The Mi parch Company 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Tue Apr 29 15:23:50 2008 Page 1 SCREW QTY (Total 22 ). All Screws Are #12-14 T/3 CHORDS 1-15:2. 7-6: ,, 7-8:8, 9-16:2, 10-16:12, 15-1:2, 16-10:12 WEBS 1-14:4. 2-1 E2, 3-13:7, 3-14:9, 4-13:4, 5-12:5, 5-13:3, 6-12:6, 7-11:7, 7-12:10, 8-11:5, 8-16:10, 16-8:10, 16-11:7 2-5-0 2-0-0 5-5-15 5-5-15 5-5-15 5-7-4 3-11-12 4-3-8 _ 2-5-0 4-5-0 9-10-15 15-4-14 20-10-12 26-6-0 30-5-12 34-9-4 325US0073x10 7 9 i 4.50 12 8 7 e 5 13 -T31C 6 1 e 5 VV1 11 2 5 7000SJ073x12 � T 5 3 9 16 44 W 8 W � 3 6 � ' 5 C) 2 4 4 3ptl 5 ob 7 5 7 T3� O 15 0-51'4 13 12 11 10 2-0-0 7-5-15 1 10-11-14 9-7-0 4-3-8 ii 2-0-0 9-10-15 20-10-12 30-5-12 34-9-4 2-5-0 SCREW QTY WEBS 11-7:7, 11-8:5, 11-16:7, 12-5:5, 12-6:6, 12-7:10, 13-3:7, 13-4:4, 13-5:3, 14-1:4, 14-2:14, 14-3:15 Truss weight = 201 Ibs LOADING (pst) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.95 Vert(LL) 0.30 12-13 >999 035 2561b 046 4501b TCD 15.0 FBC/AISI BC 0.92 Vert(TL) -0.46 12-13 >843 057 5401b 073 6561b 097 6621b BCLL 10 / BCD 10.0 (Matrix) Min Length / LL defl = 240 # STEEL SECTION BRACING TOP bHORD 35 USD p46 50 *Except* TOP CHO a r 2- on center purlin spacing 1-7, 7-9 W1 362 iUSWD 035 50, T2 35 USD 035 50, W15 60 USWD 035 50 BOT CH O 4- center acing 15-10 BOT CHORD 35 USDI035 50 S 1 R, midpt 7-12, 7-11 WEBS 362 US D 035 50 *Except` PINT(S) 1 W3 362 ,USWD 057 50, W4 362 USWD 057 50, W12 362 USW 6 50 W13 36 2 USWD 046 50 REA TIONS Qt/size/m tenal)10/0-8-0/CON, 14/0-10-0/CMU Max Do ,I' 10=2875(load case 1), 14=3312 d ca 1 Max Upli I 10=-2447(load case 2), 14=-3562 2j i FORCES (lb) Max. Copression Force TOP CHORD 1-15=-3'I 8, 1-2=-948, 2-3=-763, 3-17=-4540, 4-17=-4360, 4-5=-4547, 5-18=-3157, 6-18=-3047, 6-7=-3316, 7-8=-1678, 8-9=-375, 10-16=-2845, 9-16=-208 BOT CHORD 14-15=01 13-14=-1581, 12-13=-2143, 11-12=-369, 10-11=-370 WEBS 1-14=-1,54, 2-14=-311„ 3-14=-3845, 3-13=-969, 4-13=-791, 5-13=-522, 5-12=-1152, 6-12=-853, 7-12=-2212, 7-11=-1744, 8-11=-993, 8-16=-2127, 11-16=-342 1) This truss designedlwith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 397.23 sq. ft., 0.6 DL applied. The Right End Vertical is exposed >o Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1124 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Provide adequate drainage to prevent water ponding. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Standard 0710017 Truss Type Oty Ply Truss MONO HIP 1 1 B2 s Apr 29 CITY (Total L 191 ). All Screws Are #12-14 T/3 i 1-15:2, 7- :8, 7-8:4, 9-16:2, 10-16:12, 15-1:2, 16-10:12 1-14:4, 2- 4:2, 3-13:7, 3-14:9, 4-13:4, 5-12:6, 5-13:3, 6-12:4, 7-11:7, 7-12:5, 8-11:2, 8-16:10, 16-8:10, 16-11:8 2-5-0 2-0-0 5-5-15 5-5-15 5-5-15 1-7-4 7-11-12 1 4-3-8 2-5-0 4-5-0 9-10-15 15-4-14 20-10-12 22-6-0 30-5-12 34-9-4 CITY 325US6P73x10 15 14 13 " 'V 0-5-0 2-0-0 7-5-15 10-11-14 9-7-0 4-3-8 2-0-0 9-10-15 20-10-12 30-5-12 34-9-4 2-5-0 1 l 8:2, 11-16:8, 12-5:6, 12-6:4, 12-7:5, 13-3:7, 13-4:4, 13-5:3, 14-1:4, 14-2:9, 1 DK 7000SJ073x12 16 5K. Truss weight = 217 Ibs LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 i SPACING 4-0-0 Code FBC/AISI CSI TC 0.99 BC 0.72 WB 0.82 (Matrix) DEFL (in) (loc) I/defl Vert(LL) 0.27 12-13 >999 Vert(TL) -0.38 12-13 >999 Horz(TL) 0.07 10 n/a Min Length / LL deft = 240 SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 662Ib # STEEL SECTION TOP CHORD 35 USD BRACING 046 50 `Except' TOP CHORD Sheath or 0- center purlin spacing 1-7, 7-9 W1 3d� USWD 035 50, T2 35 USD 057 50, W15 60 USWD 035 50 BOT CHORD - r bra 15-10 BOT CHORD 35 USb 046 50 WEBS Row pt 7-11 WEBS 362 USWD 035 50 *Except* JOINT 6 W3 36 USWD 046 50, W4 362 USWD 046 50, W10 362 USWD 073 50 REACTIONS attsize/I aterial)10/0-8-0/CON, 14/0-10-0/CMU Max Dc yvn 10=2875(load case 1), 14=3312(load case 1) Max Uplift 10=-2524(load case 2), 14=-3692(load case 2) FORCES (Ib) Max. Cllmpression TOE CHORD 1-15-1 BOT CHORD 14-15� Force 53, 1-2=-912, 2-3=-722, 3-17=-4533, 4-17=-4 14-18=-4289, 5-6=-3149, 6-7=-3074, 7-8=-1712, 8-9=-213, 10-16=-2842, 9-16=-76 13-14=-1753, 12-13=-2475, 11-12=-1228, 10- =-40 WEBS 1-14=-r 32, 2-14=-323, 3-14=-3815, 3-13=-1058, 4-13=- � 5-13=-407, 5-12=-1202, 6-12=-557, 7-12=-1836, 7-11=-1783, 8-11=-81, 8-16=-2010, 11-16=-1064 1) T is B il( Vert 2) Hori desi 4) TI p LOAD truss designe JJ with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed ling, I = 1.00 , Utz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 397.23 sq. ft., 0.6 DL applied. The Right End cal is expose Ito Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. zontal load ap lied to this truss resulting from the standard wind load, equal to 990 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the gn of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ,ide adequate drainage to prevent water ponding. chord load applied at 0-0-0 oc via valley trusses above. Job St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 0710017 ROOF TRUSS 1 2 BFG The Monarch Company 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon / SCREW QTY (Total 1507 ). All Screws Are #12-14 T/3 CHORDS 1-17:16, 5-6:3, 6-5:20, 6-7:20, 9-10:18, 10-9:18, 13-6:4, 17-1:16 WEBS 1-16:15, 2 16:4, 3-14:9, 3-15:2, 3-16:12, 4-6:15, 4-14:3, 6-4:9, 6-14:13, 7-11:12, 7-12:5, 7-13:2, 8-11:2, 9-11:20 4-6-8 1 4-2-15 1 4-2-15 4-2-15 5-0-13 5-0 13 5-4-7 4-6-8 8-9-7 13-0-5 17-3-4 22-4-1 27-4-13 32-9 4 819 2 21 24 W8 2325 3 4 2 9 3 7 8 9 Q® 2 (5 2 1 2 3 WJ5 g VJ7 a000SJ07 W W1 VT 2 13 VT 4 W 6-4 ao ao 1 41 2 93MgE 1 3 1 2 1 11 4 2 16 4-6-8 4-2-15 15 4-2-15 14 125 4-2-15 5-0-13 26 12 1 27 5-0-13 11 28 5-4-7 10 C V cm CONIVk 04 4-6-8 8-9-7 13-0-5 17-3-4 22-4-1 27-4-13 32-9.4 5gp, LpeyoIL)T SCREW WEBS CITY 11-7:12, 1 -8:2, 11-9:20, 12-7:3, 13-7:2, 14-3:9, 14-4:3, 14-6:13, 15-3:2, 16-1:15, 16-2:4, 16-3:12 Truss weight = 666 Ibs LOADING (psf) SPACING 4-0-0 Code CSI TC 0.86 DEFL (in) (loc) I/deft Vert(LL) 0.44 12-13 >883 SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b TCLL TCDL 20.0 15.0 FBC/AISI BC 0.89 Vert(TL) 0.35 12-13 >999 057 5401b 073 6561b BCLL 0.0 WB 0.94 Horz(TL) -0.09 10 n/a 097 6621b # BCDL 10.0 (Matrix) Min Length / LL defl = 240 STEEL SECTION TOP CHORD 55 USD' BRACING 035 50 *Except* TOP CHORD Sheathed o nter purlin spacing 1-5, 6-9 !a3 W1 60 JSWD 035 50, W10 362 USWD 035 50, W16 60 USWD 035 50 BOT CHORD 4-0 a acin 7-10 BOT (CHORD 55 US 04650 WEBS ( 0 C 31-17 Attach to both web flanges of both plies, full WEBS 362 US D 035 50'Except* length, w/12412-14 at 12" oc W12 362 USWD 046 50 ( 00 C 20ga 33 9-10 Attach to both web flanges of both plies, full W8 36� USWD 046 50, length, w/14412-14 at 12" oc 600 CSJ 20ga 33 1-16 Attach to both web flanges of both plies, full length, w/15412-14 at 12" oc (2)600 CSJ 20ga 33 3-16 Attach to both web flanges of both plies, full length, w/9-#12-14 at 12" oc (2)600 CSJ 20ga 33 3-14 Attach to both web flanges of both plies, full length, w/9412-14 at 12" oc (2)600 CSJ 20ga 33 6-14 Attach to both web flanges of both plies, full length, w/10412-14 at 12" oc (2)600 CSJ 20ga 33 7-11 Attach to both web flanges of both plies, full length, w/9-#12-14 at 12" oc (2)600 CSJ 20ga 33 9-11 Attach to both web flanges of both plies, full length, w/21412-14 at 12" oc Max Up FORCES (lb) Max. Q TOP CHORD 1-17=- 4-23=- BOT CHORD 16-17= 1� 11-27= WEBS 1-16=- 7-12=- 1) 2-ply truss to be c( Bdttom chords con 2) THis truss has bee 3) Tl is truss designe 33.8 ft., Exposure ` 7.90 ft. using a tol exposed to Wind. 4) Horizontal load api the diaphragm anc to the supporting v 5) For truss to truss fo{ other type load 6) Ptovide adequate terial)17/1-0-0/LGF, 10/0-3-8/UKN I 17=5849(load case 1), 10=7421(load case 1) 17=-7904(load case 2), 10=-9218(load case 2) pression Force 19, 1-18=-2291,18-19=-2291, 2-19=-2291, 2-20=-2291,3-20=-2291, 3-21=-5421, 21-22=-5421, 4-22=-5421, 0, 23-24=-151, 5-24=-166, 6-13=-1718, 5-6=-640, 6-7=-7823, 7-8=-4729, 8-9=-4729, 9-10=-7013 17, 15-16=-4926, 14-15=-4926, 13-14=-9856, 13-25=-9294, 25-26=-9294, 12-26=-9294, 12-27=-9294, 294, 11-28=-33, 10-28=-8 53, 2-16=-1001, 3-16=-4308, 3-15=-21, 3-14=-4406, 4-14=-1458, 4-6=-5913, 6-14=-4911, 7-13=-994, B6, 7-11=-4623, 8-11=-759, 9-11=-10282 acted together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. :ted with 1 row at 12 inches on center. :signed for unbalanced loading conditions. ith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = tegory C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = lord tributary area of 397.23 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not sign Velocity Pressure, qh = 42.94 psf. J to this truss resulting from the standard wind load, equal to 468 Ibs, has been considered to be resisted by other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied should be considered when designing truss to wall connections. iection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required Design of connection(s) is delegated to the building designer. nage to prevent water ponding. -ontiriued on page 2 Truss Type Uty Fly i russ ROOF TRUSS 1 2 BFG 6-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:26:56 2008 Page NOTES 7) Load case(s) 1, 2, 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Attach 5.5USGP x 1 I' at location of tie-in trusses - See detail US2US-4B.1 9) Top chord load appli d at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stand 1)'Live: Uniform Loads (plf) Vert: 1-18= 7-8=-140.0, t, 10-28=-40.0 Concentrated Loads Vert: 2=-223 2) Wind 1 C&C: Uniform Loads (plf) Vert: 1-18 —: 8-9=-36.0, 1 Normal: 1-1 f 7-8=219.9, E Parallel: 5-6 Vert: 2=588 3) Wind 2 C&C: Uniform Loads (plf) Vert: 1-18=- 8-9=-36.0, 1 Normal: 1-1 8-9=-65.3 Parallel: 5-6 Vert: 2=588 4) Dead: Un�form Loads (plf) Vert: 1-18=- 8-9=-60.0, 1 Vert: 2=-1 I Except W. 18-19=-140.0, 2-19=-140.0, 2-20=-140.0, 3-20=-140.0, 3-21=-140.0, 21-22=-140.0, 4-22=-140.0, 4-23=-140.0, 23-24=-140.0, 5-24=-140.0, 6-7=-140.0, 140.0, 16-17=-40.0, 15-16=40.0, 14-15=-40.0, 13-14=-40.0, 13-25=40.0, 25-26=-40.0, 12-26=-40.0, 12-27=-40.0, 11-27=-40.0, 11-28=-40.0, �) t :-223 18=-314 19=-243 22=-223 23=-243 24=-314 25=-1420 26=-1420 27=-1420 28=-1420 0, 18-19=-36.0, 2-19=-36.0, 2-20=-36.0, 3-20=-36.0, 3-21=-36.0, 21-22=-36.0, 4-22=-36.0, 4-23=-36.0, 23-24=-36.0, 5-24=-36.0, 6-7=-36.0, 7-8=-36.0, 7=-24.0, 15-16=-24.0, 14-15=-24.0, 13-14=-24.0, 13-25=-24.0, 25-26=-24.0, 12-26=-24.0, 12-27=-24.0, 11-27=-24.0, 11-28=-24.0, 10-28=-24.0 19.9, 18-19=219.9, 2-19=219.9, 2-20=219.9, 3-20=185.5, 3-21=185.5. 21-22=219.9, 4-22=219.9, 4-23=219.9, 23-24=219.9, 5-24=219.9, 6-7=219.9, =219.9 19.9 588 18=586 19=510 22=588 23=510 24=586 25=2011 26=2011 27=2011 28=2011 0, 18-19=-36.0, 2-19=-36.0, 2-20=-36.0, 3-20=-36.0, 3-21=-36.0, 21-22=-36.0, 4-22=-36.0, 4-23=-36.0, 23-24=-36.0, 5-24=-36.0, 6-7=-36.0, 7-8=-36.0, 7=-24.0, 15-16=-24.0, 14-15=-24.0, 13-14=-24.0, 13-25=-24.0, 25-26=-24.0, 12-26=-24.0, 12-27=-24.0, 11-27=-24.0, 11-28=-24.0, 10-28=-24.0 55.3. 18-19=-65.3, 2-19=-65.3, 2-20=-65.3, 3-20=-65.3, 3-21=-65.3, 21-22=-65.3, 4-22=-65.3, 4-23=-65.3, 23-24=-65.3, 5-24=-65.3, 6-7=-65.3, 7-8=-65.3, 18=586 19=510 22=588 23=510 24=586 25=2011 26=2011 27=2011 28=2011 18-19=-60.0, 2-19=-60.0, 2-20=-60.0, 3-20=-60.0, 3-21=-60.0, 21-22=-60.0, C4-22= 4-23=- 0.0 3-24=-60.0, 5-24=-60.0, 6-7=-60.0, 7-8=-60.0, :-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-40.0, 13-25=-40.0, 25-26=-40.0, 12-26=-40.0, 1 11-27=-40.0, 11-28=-40.0, 10-28=-40.0 24 18=-174 19=-135 22=-124 23=-135 24=-174 25=-789 26=-789 27=-789 28=-7 1 071001�7 Center s Truss I ype t lty r1y 1 russ ROOF TRUSS 2 1 CA 28 Page SCREW QTY (Total = -36 ). All Screws Are #12-14 T/3 CHORDS 1-6:2, 3-4:2 4-3:4, 6-1:2 WEBS 1-5:3, 2-4:4 2-5:5 I I a0 N CM I O i SCI EW QTY WEBS 4-2:4, 5-1: , 5-2:7 TOP BOT TOP IG (psf) 20.0 15.0 0.0 10.0 SECTION iORD 351 W1 iORD 351 362 Max Max. 1-6 5-6 1-5 2-4-0 6-9-4 ZB A 2-4-0 b-U-a = SPACING 4-0-0 CSI DEFL (in) (loc) I/deft Code TC 0.98 Vert(LL) 0.02 6 >999 FBC/AISI BC 0.27 Vert(TL) 0.02 6 >999 WB 0.16 Horz(TL) 0.00 4 n/a (Matrix) Min Length / LL deft = 240 BRACING 1S 035 50 'Except' TOP CHORD S thed o 362 USWD 035 50, W5 362 USWD 035 50 BOT CH once e 1JI, 1SD 035 50 US`/UD 035 50 e/nr��terial)4/0-4-0/USKW, 5/0-8-0/CMU DoiJln 4=582(load case 3), 5=879(load case 1) Upl� 4=-440(load case 2), 5=-1773(load case , Compression Force -3'9, 1-2=-729, 2-3=-238, 3-4=-276 -0, 45=-83 =-8 ` 2-5=-679, 2-4=-832 T2l� Truss weight = 27 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b on center purlin spacing 1-3 Icing 6-4 NUIt:Z 1) This truss designe 'with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Bulding, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 27.72 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load apptjed to this truss resulting from the standard wind load, equal to 731 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall) be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached to truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Standard I _ III T2l� Truss weight = 27 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b on center purlin spacing 1-3 Icing 6-4 NUIt:Z 1) This truss designe 'with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Bulding, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 27.72 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load apptjed to this truss resulting from the standard wind load, equal to 731 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall) be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached to truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Standard I _ III 0710017 Truss Type �Qty Ply Truss ROOF TRUSS 2 1 CA1 [Ab-3L s , LLC Mon Apr 28 10: Page 1 SCREW CITY (Total = 31 ): All Screws Are #12-14 T/3 CHORDS 1-6:2, 3-1 2, 4-3:5, 6-1:2 WEBS 1-5:2, 2- 5 I 00 00 2-0-8 0-8-12 2-0-8 2-9-4 4.50 12 5 ®� W4 W3 1 2 z) O OD V 5 CDo O 2 11 +��..+ 6 5 .+ 2-0-0 0-Q-8 0-8-12 2-0-0 2-0-8 2-94 aK SCREW QTY Truss weight = 11 Ibs W BS 5-1:2, 5- :11 LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.65 Vert(LL) 0.06 6 >758 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.70 Vert(TL) 0.05 6 >869 057 5401b 073 6561b BCLL 0.0 WB 0.14 Horz(TL) 0.00 n/a 09766211 BCDL 10.0 (Matrix) Min Length / LL defl = 240 # STEEL SECTION BRACING TOP CHORD 35 USD 035 50 *Except* TOP CHOS athed W1 3(2 USWD 035 50, W4 362 USWD 035 50 BOT C ''��p�`'4- on c ter racing 6-4 BOT CHORD 35 us 035 50 WEI S 362 U§WD 035 50 -40 REACTIONS Qt/size/I►►paterial)4/0-8-0/CMU, 4/0-8-0/CMU, 5/0-8-0/CMU Max D'Wn 4=1291(load case 2), 5=944(load case 1 d Max U ift 4=-500(load case 1), 4=-500(load case 1 =-\5%1dqMax Hiizorital 4=-33(load case 1), 4=-33(load case 1), 5 ( FOR, (lb) Max. C Iompression Force TOP CHORD 1-6=-l13 1-2=-291, 2-3=-135, 3-4=-512 BO CHORD 5-6=0 4-5=-1 WE, S 1-5=- 07, 2-5=-526 1) This truss designe quilding, I = 1.00 , Vertical and Right 2) F orizontal load ap design of which st 3) 35USKW attache( 4) lop chord load aF LOAD-CASE(S) Sta I_ I with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed {z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 10.63 sq. ft., 0.6 DL applied. The Left End -nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. lied to this truss resulting from the standard wind load, equal to 248 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. to truss at Joint with 4 410 sds. Refer to Aegis detail US2US-1. flied at 0-0-0 oc via valley trusses above. Pl Job St.Lucie Oaks Commercial Center Truss Type Qty y Truss 0710017 ROOF TRUSS 8 1 CD 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1 Page SCREW CITY (Total =,32 ). All Screws Are #12-14 T/3 CHORDS 1-6:2, 34:2, 4-3:4, 6-1:2 WEBS 1-5:3, 2-4: l; 2-5:3 2_4_0 2-7-10 2-4-0 4-11-10 T2 K 2-0-0 9 4.0 2-7-10 2-0-0 2-4-0 4-1 1-10 SCREW WE WE CITY S 4-2:4, 5-1 c 1, 5-2:5 weight = 23 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLl 20.0 Code TC 0.42 Vert(LL) 0.01 5-6 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.23 Vert(TL) 0.01 5-6 >999 057 5401b 073 6561b BCLLI 0.0 WB 0.13 Horz(TL) 0.00 4 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # i STEEL SECTION BRACING TOP CHORD 35 USD 035 50 *Except* TOP CHORD Sheathed ' W1 362 b,9WD 035 50, W5 362 USWD 035 50 BOT CHORD 4-0-0 on to ra 6-4 i BOT CHORD 35 USD 035 50 WEBS 362 US' D 035 50 REACTIONS at/size/rratedal)4/0-4-0/USKW, 5/0-8-0/CMU TOP BOT WEE NOTI 1) Tf BL VE 2) H( de 3) 35 4) Tc Max Dowp 4=891(load case 3), 5=789(load case 1) Max Upli 4=-328(load case 2), 5=-1125(load case 2) ;ES (lb) Max. Coll ppression Force CHORD 1-6=-32 , 1-2=-545, 2-3=-203, 3-4=-292 CHORD S 5-6=-1,!R-5=-149 1-5=-14 , 2-5=-626, 2-4=-845 :S 's truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed ]ding, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 22.51 sq. ft., 0.6 DL applied. The Left End lical and Right E'I d Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. zontal load appl ed to this truss resulting from the standard wind load, equal to 729 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the sign of which sha I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. USKW attached fo truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. p chord load applied at 0-0-0 oc via valley trusses above. 3 CASE(S) Standard 0710017 Truss Type Oty Ply Truss ROOF TRUSS 8 1 CD1 s Sep Apr 28 10:26:58 2008 SCREW QTY (Total 116 ). All Screws Are #12-14 T/3 CHORDS 1-4:2, 2-3: , 3-2:4, 4-1:4 WEBS 1-3:2 I TOP BOT K 2) 4) 5) N M "TZK N CITY 3-1:2 IG (psf) SPACING 4-0-0 20.0 Code 15.0 FBC/AISI 0.0 10.0 SECTION -LORD 35 US 035 50 -Except` W1 362 USWD 035 50, W3 362 USWD 035 50 iORD 35 USDi 035 50 362 USWD 035 50 0-11-10 0-11-10 8 00 4 J CSI TC 0.04 BC 0.02 WB 0.02 (Matrix) :rial)4/0-4-0/USKW, 3/0-4-0/USKW 4-71 I d 2 3-184(load case 3) 0-11-10 0-11-10 DEFL (in) (loc) I/deft Vert(LL) 0.00 4 >999 Vert(TL) -0.00 4 >999 Horz(TL) -0.00 3 n/a Min Length / LL defl = 240 BRACING TOP CHORD Sheathed 1-�2� Al BOT CHORD �� 4-0-0 on je"4l 4-3 rvidx w�q� - ( oa CBSe ) - Max Up] ff 4=-20(load case 3), 3=-189(load case 2) :ES (lb) Max. Cq�npression Force CHORD 1-4=-52, 1-2=-74, 2-3=-105 CHORD 3-4=-113 S 1-3=-1 -,7 Truss weight = 4 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b -S C, Enclosed is truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category ilding, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 3.27 sq. ft., 0.6 DL applied. The Left End rtical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. rizontal load applied to this truss resulting from the standard wind load, equal to 112 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the sign of which sh II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections USKW attached truss at Joint 3 with 4 410 sds. Refer to Aegis detail US2US-1. USKW attached l(o truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. p chord load app�ied at 0-0-0 oc via valley trusses above. J CASE(S) Standard 07100i17 The Monarch Compan, Truss Type �Qty Ply Truss ROOF TRUSS 2 1 CK 16-32 s SCREW QTY (Total = CHORDS 1-6:2, 3-4:: WEBS 1-5:4, 2-45 K 2) 3) 4) CITY 141 ). All Screws Are #12-14 T/3 „ 4-3:4, 6-1:2 I, 2-5:7 5-1 !4. 5-2:10 0 N N O ob a JG (psf) SPACING 4-0-0 20.0 Code 15.0 FBC/AISI 0.0 10.0 SECTION 10RD 35 US j 035 50 *Except* W1 36 , USWD 035 50, W5 362 USWD 035 50 10RD 35 USD 035 50 362 USWD 035 50 2-6-0 1-6-u 2-6-0 4-0-0 4.50 Fi2 2-0-0 0-6-0 1-6-0 2-0-0 2-6-0 4-0-0 CSI DEFL (in) (loc) I/defi TC 0.50 Vert(LL) 0.03 6 >999 BC 0.36 Vert(TL) 0.03 6 >999 WB 0.19 Horz(TL) 0.00 4 n/a (Matrix) Min Length / LL deft = 240 BRACING TOP CHORD Sheathed BOT CHORD 4-OALMSeLl W C) :TIONS 0t/size/r�i'iaterial)4/0-4-0/USKW, 5/0-10-0/CMU Max Down 4=739(load case 3), 5=912(load case 1) Max Uplift 4=-247(load case 1), 5=-2395(load case 2) 1 :ES (lb) Max. Compression Force `�► Q�„� F� CHORD 1-6=-3¢¢,3, 1-2=-958, 2-3=-61, 3-4=-72 CHORD 5-6=-1)�-5=-264 S 1-5=-2�,8, 2-5=-725, 2-4=-768 T2K Truss weight = SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b is truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed ilding, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using atop chord tributary area of 15.88 sq. ft., 0.6 DL applied. The Left End rticai and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. rizontai load applied to this truss resulting from the standard wind load, equal to 465 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the sign of which sh I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. USKW attached to truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. p chord load applied at 0-0-0 oc via valley trusses above. CASE(S) Standard 0710017 Oaks Commercial Center Truss Type Qty Ply Truss ROOF TRUSS 4 1 CL [.Ib-Jz s 2008 QTY (Total45 ). All Screws Are #12-14 Tl3 i 1-6:2, 3-4: , 4-3:4, 6-1:2 1-5:5, 2-4: , 2-5:7 3-0-0 2-9-0 3-0-0 5-9-0 72 K SCREW WE13S QTY 4-2:4, 5-1 2-0-0 2-0-0 , 5-2:10 1-0-0 2-9-0 3-0-0 C 5-9-0 Truss weight = 24 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCL4 20.0 Code TC 0.72 Vert(LL) 0.04 5-6 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.41 Vert(TL) 0.04 5-6 >999 057 5401b 073 6561b BCLL 0.0 WB 0.20 Horz(TL) 0.00 4 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 USD 035 50 *Except` TOP CHORD Sheathed 1-3 W1 36� USWD 035 50, W5 362 USWD 035 50 BOT CHORD 4-0-0 on cen br ing BOT CHORD 35 USd 035 50 WEBS 362 USWD 035 50 REACTIONS (jUsize/naaterial)4/0 4-0/USKW, 5/2-0-0/CMU Max Do n 4=744(load case 3), 5=1028(load case 1) Max Upl {t 4=-47(load case 1), 5=-2434(load case 2) FORCES (lb) Max. Compression Force TOP CHORD 1-6=4 61 1-2=-1198, 2-3=-146, 3-4=-163 BOT CHORD 5-6=-11�-5=-318 evo\N5 WEBS 1-5=-321, 2-5=-823, 2-4=-864 NOTES 1) THis truss designe �with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , 'R` = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 23.70 sq. ft., 0.6 DL applied. The Left End Vertical and Right rd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load app led to this truss resulting from the standard wind load, equal to 700 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sha,l be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached o truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 4) TO, chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stanpard 0710017 Truss Type Qty Ply Truss ROOF TRUSS 4 1 CL1 s SeD 25 2007 SCREW QTY (Total CHORDS 1-4:2, 24 WEBS 1-3:2 I I l I i SCREW QTY WEBS 3-1:2 6). All Screws Are #12-14 T/3 3-2:4, 4-1:4 7 1-9-0 r nn re n 1-9-0 a = 7 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.15 Vert(LL) 0.00 4 >999 035 2561b 046 4501b TCD,L 15.0 FBC/AISI BC 0.04 Vert(TL) -0.00 4 >999 057 5401b 073 6561b BCLL 0.0 WB 0.03 Horz(TL) -0.00 3 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 USQ 035 50 *Except* TOP CHORD Shea tred W1 36 USWD 035 50, W3 362 USWD 035 50 BOT CHORD 4-0 n c acing BOT CHORD 35 USO 035 50 WEBS 362 USWD 035 50 REACTIONS at/size/II aterial)4/0-4-0/USKW, 3/0-4-0/USKW Max Dgyvn 4=130(load case 1), 3=172(load case 3) Max Uplift 4=-69(load case 2), 3=-312(load case 2) FORCES (lb) Max. Cllmpression Force TOP CHORD 1-4=-1101, 1-2=-125, 2-3=-128 BOT CHORD 3-4=-213 WEBS 1-3=- 0 NOTES 1) This truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.60 ,1} z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 6.36 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) FIorizontal load applied to this truss resulting from the standard wind load, equal to 212 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached to truss at Joint 3 with 4 410 sds. Refer to Aegis detail US2US-1. 4) 35USKW attached) to truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 5) Top chord load ap}�lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stanndard I I'I 071 ROOF TRUSS 2 1 CL2 s Ser) 25 2007 Aegis Metal Framing, LL( SCREW CITY (T( CHORDS 1-4:2, WEBS 1-3:2 I i 16 ). All Screws Are #12-14 T/3 3-2:4, 4-1:4 w 4 TZK 2-5-0 5.00 12 2-5-0 3 SCREW CITY WEBS 3-1:2 Truss weight = 9 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.31 Vert(LL) 0.00 4 >999 03 561b 046 4501b TCDL 15.0 FBC/AISI BC 0.06 Vert(TL) -0.00 3-4 >999 05 401b 073 6561b BCLL 0.0 WB 0.04 Horz(TL) -0.00 3 n/a 621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 US 035 50 'Except' TOP CHORD ea ed W1 36�,2 USWD 035 50, W3 362 USWD 035 50 BOT C ORD -0-0 on ce cing 4-3 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 REACTIONS (t/sizenaterial)4/0-4-0/USKW, 3/0-4-0/USKW Max D wn 4=190(load case 1), 3=237(load case 3) iMax Ilift 4:-140(load case 2), 3=-416(load case 2) FORCES (lb) Max. Impression Force TOP CHORD 1-4=I148, 1-2=-178, 2-3=-186 BOT CHORD 3-4=- 03 WEBS 1-3=-112 truss design@d with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed ling, I = 1.00 rIKz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft, using a top chord tributary area of 9.25 sq. ft., 0.6 DL applied. The Left End ical and Rights nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. zontal load applied to this truss resulting from the standard wind load, equal to 302 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the gn of which sli'all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. SKW a achei to truss at Joint 3 with 4 - #10 sds. Refer to Aegis detail US2US-1. SKW attachdi to truss at Joint 4 with 4 - #10 sds. Refer to Aegis detail US2US-1. chord load applied at 0-0-0 oc via valley trusses above. CASE(S) Sta}dard 071i017 The Monarch Cure SCREW QTY (Tc CHORDS 1-4:2, WEBS 1-3:2 A, QTY LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 STEEL SECTION TOP CHORD 35 U W1 BOT CHORD 35 U WEBS 362 16 ). All Screws Are #12-14 T/3 , 3-2:4, 4-1:4 O 00 N O 00 O 4 T2K i-- SPACING 4-0-0 CSI Code TC OA5 FBC/AISI BC 0.10 WB 0.05 (Matrix) 035 50 `Except' USWD 035 50, W3 362 USWD 035 50 03550 3WD 035 50 REACTIONS Qt/size� aterial)4/0-4-0/USKW, 3/0-4-0/USKW Max D)wn 4=243(load case 1), 3=510(load case 3) Max U lift 4=-4(load case 2), 3=-463(load case 2) FORCES (lb) Max. Compression Force TOP CHORD 1-4=- 89, 1-2=-280, 2-3=-411 BO,T CHORD 3-4= 28 WEBS 1-3=- 42 s 3-0-0 3-0-0 3-0-0 fr—uss Type �Qty Ply Truss ROOF TRUSS 8 1 CM 3 DEFL (in) (loc) I/deft Vert(LL) 0.00 4 >999 Vert(TL) -0.00 3-4 >999 Horz(TL) -0.00 3 n/a Min Length / LL deft = 240 BRACING TOP CHO�n-Oon BOT CMAR�to (T2D 4-3 28 10:27:00 2008 Pagel = 12 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097662lb NOTES 1) This truss design d with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 `' Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 13.05 sq. ft., 0.6 DL applied. The Left End Vertical and Rightli End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) orizontal load ap lied to this truss resulting from the standard wind load, equal to 428 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the . esign of which s 'all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attache to truss at Joint 3 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) 35USKW attache to truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 5) Top chord load ap�lied at 0-0-0 oc via valley trusses above. LOAD- CASE(S) Standard dard 071001 ROOF TRUSS 16 11 I CN s i CITY (Total = 5 ). All Screws Are #12-14 T/3 i 1-6:2, 3-4:211; -3:5. 6-1:2 1-5:2, 2� CITY LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 STEEL SECTION TOPS CHORD 351 W1 BOT CHORD 351 WEBS 362 Max :ES (lb) Max. CHORD 1-6= CHORD 5-6= its truss designs (ilding, I = 1.00 ; :rtical and Right xizontal load ap ;sign of which st ;USKW attache( )p chord load ap D CASE(S) Sta 2-0-0 1-0-0 2-0-0 3-0-0 -TZK 2-0-0 1-0-0 2-0-0 3-0-0 SPACING 4-0-0 CSI DEFL (in) (loc) I/deft Code TC 0.35 Vert(LL) 0.08 6 >614 FBC/AISI BC 0.84 Vert(TL) 0.07 6 >707 WB 0.09 Horz(TL) -0.00 4 n/a (Matrix) Min Length / LL deft = 240 BRACING 035 50 `Except* TOP CHORD Sheathed 1-3 USWD 035 50, W4 362 USWD 035 50 BOT CHORD 4-0-0 on center bras 03550 1 ND 035 50 ow Truss weight = 14 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b aterial)4/0-4-0/USKW, 5/0-8-0/LGF in 4=1127(load case 3), 5=938(load case 1) ft 4=-453(load case 1), 5=-1578(load case 2) repression Force 1, 1-2=-392, 2-3=-172, 3-4=-382 1-5=-72 5, 2-5=-511 with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed :z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 13.05 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ied to this truss resulting from the standard wind load, equal to 448 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. o truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. ied at 0-0-0 oc via valley trusses above. 0017 MEVA ROOF TRUSS 14 11 I CR s 2008 CITY (Tote = 45 ). All Screws Are #12-14 T/3 i 1-6:2, 34:2, 4-3:4, 6-1:2 1-5:5, 24:4, 2-5:7 N O M O 00 a 3-0-0 5-9-0 T2K 2-0-0 1-0-0 2-9-0 2-0-0 3-0-0 C SV 5-9-0 SCREW CITY 1� WEBS 4-2:4, 5- :5, 5-2:10 Truss weight = 24 Ibs LO DING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.72 Vert(LL) 0.04 5-6 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.41 Vert(TL) 0.04 5-6 >999 057 5401b 073 6561b BCLL 0.0 WB 0.20 Horz(TL) 0.00 4 n/a 097 6621b BCbL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION H BRACING TO I CHORD 35 USD 035 50 *Except` TOP CHORD Sheaed 1-3 W1 362 USWD 035 50, W5 362 USWD 035 50 BOT CHORD 4-0-0 othn cent en r r i g 6-4 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 REACTIONSOtIsize/I�naterial)4/0-4-0/USKW, 5/2-0-0/CMU Max Dcyan 4=744(load case 3), 5=1028(load case 1) Max UI lift 4=-47(load case 1), 5=-2434(load case 2) FORCES (lb) Max. Cllompression Force TOP CHORD 1-6=-466, 1-2=-1198, 2-3=-146, 3-4=-163 BOT CHORD 5-6=-1I, 4-5=-318 WEBS 1-5=-3 1, 2-5=-823, 2-4=-864 NOTES 1) T is truss designe with ASCE 7-02 wind load as referenced by FB . V = 1 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed gilding, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zo "a" distance = 7.90 ft. using a top chord tributary area of 23.70 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Hbrizontal load applied to this truss resulting from the standard wind load, equal to 700 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sh'll be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached �o truss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stan,Yard 0710017 Truss Type Oty Ply Truss ROOF TRUSS 4 1 CR1 7.16-32 s Sao 25 2007 Aegis Metal Framing, LLC 10:27:02 QTY (Total i 14:2. 2-: 1-3:2 6 ). All Screws Are #12-14 T/3 3-2:4, 4-1:4 N CITY LOADING (pso SPACING 4-0-0 TCLL 20.0 Code TCDL 15.0 FBC/AISI BCLL 0.0 BCDL 10.0 O 0P O STEEL! SECTION TOP CHORD 35 USD 35 50 *Except* Al 362 ?0SWD 035 50, W3 362 USWD 035 50 BOT CHORD 35 USD'? 50 WEBS; 362 US 4p 035 50 1-9-0 cnn[77 1-9-0 1-9-0 CSI DEFL (in) (Joe) I/defl TC 0.15 Vert(LL) 0.00 4 >999 BC 0.04 Vert(TL) -0.00 4 >999 WB 0.03 Horz(TL) -0.00 3 n/a (Matrix) Min Length / LL deft = 240 BRACING TOP CHORD Sheathed 1- BOT CHORD 4-0-0 t ing REACTIONS QUsize/ma erial)4/0-4-0/USKW, 3/0-4-0/USKW Max Dow 4=130(load case 1), 3=172(load case 3) %woo Max Uplift 4=-69(load case 2), 3=-312(load case 2) FORCES (lb) Max. Com Dression Force TOP CHORD 14=-101 1-2=-125, 2-3=-128 BOT CHORD 34=-213 WEBS 1 1-3=-80 11 Truss wei ng t = 7 SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b NOTES 1) Thisltruss designed w h ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Buil ing, I = 1.00 , Kz 1`— 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 6.36 sq. ft., 0.6 DL applied. The Left End Verti I and Right En Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load applie to this truss resulting from the standard wind load, equal to 212 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall tie the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached to russ at Joint 3 with 4 410 sds. Refer to Aegis detail US2US-1. 4) 35USKW attached touss at Joint 4 with 4 410 sds. Refer to Aegis detail US2US-1. 5) Top chord load applie at 0-0-0 oc via valley trusses above. LOAD CASE(S) Standa 07100 6-32 s Truss Type Qty Ply Truss ROOF TRUSS 2 1 CR2 QTY (Total 2All Screws Are #12-14 T/3 i 1-4:2,2-341 1-3:2 4 N N N 3-9-0 3-9-0 nn 3-9-0 C�- 3-9-0 3 Tz K SCREW CITY WEBS 3-1:2 Truss weight = 14 Ibs LOADING (pso SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.77 Vert(LL) 0.00 4 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.14 Vert(TL) -0.01 3-4 >999 057 5401b 073 6561b BCLLJ 0.0 WB 0.06 Horz(TL) -0.00 3 n/a 97 6621b BCDLI 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 USDi 035 50 *Except* TOP CHORD Sheathe W1 362(,iUSWD 035 50, W3 362 USWD 035 50 BOT CHORD 4-0-0 o ente Jng 4-3 BOT CHORD 35 USDl'0'35 50 WEBi 362 US' 035 50 REACTIONS at/size/rr terial)4/0-4-0/USKW, 3/0-4-0/USKW CID. Max Dov �i 4=310(load case 1), 3=354(load case 3) Max Upli 4=-261(load case 2), 3=-593(load case 2) FORCES (lb) Max. Co pression Force TOP CHORD 1-4=-2 � , 1-2=-270, 2-3=-289 BOT CHORD 3-4=-46 WEBS 1-3=-16 NOTES 11 1) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , a = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 15.03 sq. ft., 0.6 DL applied. The Left End Vertical and Right E' d Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load appl ad to this truss resulting from the standard wind load, equal to 459 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which she. 1 be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 350SKW attached to truss at Joint 3 with 4 410 sds. Refer to Aegis detail US2US-1. 4) 350SKW attached tl? truss at Joint 4 with 4 -#10 sds. Refer to Aegis detail US2US-1. 5) Top chord load applli,d at 0-0-0 oc via valley trusses above. LOAD-CASE(8) Standard ROOF TRUSS 18 11 ID s 28 QTY (Tota I= 192). All Screws Are #12-14 T/3 i 1-17:2, ;3:6, 4-5:11, 6-5:11, 6-7:6, 9-10:2, 10-9:2, 17-1:2 1-16:2, ',15:9, 2-16:12, 3-14:4, 3-15:3, 4-14:5, 5-13:2, 5-14:2, 6-13:5, 7-12:3, 7-13:4, 8-11:12, 8-12:9, 9-11:2 2-6-0 5-3-0 5-3-0 4-0-0 4-0-0 5-3-0 5-3-0 2-6-0 2-6-0 7-9-0 13-0-0 17-0-0 21-0-0 26-3-0 31-6-0 34-0-0 I 325US,=73x10 32511.11SM073x10 6 0 I' 0 17 0-6- C4 K 15 14 13 12� 11 2-0-010 2-0-0 1 5-3-0 5-3-0 8-0-0 5-3-0 5-3-0 060 2-0-0 7-9-0 13-0-0 21-0-0 26-3-0 31-6-0 32-0-0 2-6-0 34-0-0 SCREW QTY WEBS 11-8:13, 1-9:2, 12-7:3, 12-8:9, 13-5:2, 13-6:5, 13-7:4, 14-3:4, 14-4:5, 14-5:2, 15-2:9, 15-3:3, 16-1:2, 16-2:13 Truss weight = 192 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.96 Vert(li 0.11 13 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.42 Vert(TL) -0.16 13-14 >999 057 540lb 073 6561b BCLL 0.0 WB 0.50 Horz(TL) 0.04 11 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 US 057 50 `Except' TOP CHORD Sheathed or 1 A91o rpurlin spacing 1-4, 4-6, 6-9 W1 36 USWD 035 50, T2 35 USD 035 50, W16 362 USWD 035 50 BOTCHORD 4-0-0 on ent ra BOT CHORD 35US 03550 WEBS 362 UtWD 035 50 REACTIONS at/size/aterial)16/0-10-0/CMU, 11/0-10-0/CMU Max Do n 16=3033(load case 1), 11=3033(load case 1) Max Uplift 16=-3207(load case 2), 11=-3207(load cas42) FORCES (lb) Max. C ;mpression Force TOPCHORD 1-17=- 18,1-2=-495,2-3=-3103,3-4=-3129,4-5=-2798,5,\6-31--3103, 8-9=-495, 9-10=-418 BOT CHORD 16-17 15-16=-45,14-15=-1056,13-14=-816,12-13=-1011 =0WEBS 1-16= 6,2-16=-2967,2-15=-1649,3-15=-619,3-14=-9247=-509, 5-13=-347, 6-13=-713, 7-13=-924, 7-12=-619, 8-12=-1649, 8-11=-2967, 9-11=-37 NOTES 1) This truss has bee designed for unbalanced loading conditions. 2) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 381.92 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Provide adequate c lainage to prevent water ponding. 4) Top chord load apf ied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stan' and 071 Truss Type Qty Ply Tn ROOF TRUSS 5 1 D1 s Sep 25 2007 Aegis Metal Framing, LI 2008 SCREW CITY (Total = 081 ). All Screws Are #12-14 T/3 CHO�DS 1-15:2, 4-3 6, 4-5:11, 6-5:11, 6-7:5, 8-9:7, 9-8:12, 15-1:2 WEBS 1-14:2. 2-1 :9, 2-14:12, 3-12:4, 3-13:3, 4-12:5, 5-11:2, 5-12:3, 6-11:5, 7-10:3, 7-11:4, 8-10:10 2-6-0 5-3-0 5-3-0 4-0-0 4-0-0 5-4-3 5-7-13 i 2-6-0 7-9-0 13-0-0 17-0-0 21-0-0 26-4-3 32-0-0 325US0073xl0 325USM073xl0 2-0-00 6 0 5-3-0 5-3-0 8-0-0 5-4-J o-i-is 2-0-02-6-0 7-9-0 13-0-0 21-0-0 26-4-3 32-0-0 SCREW CITY WEBS 10-7:3, 10- :10, 11-5:2, 11-6:5, 11-7:4, 12-3:4, 12-4:5, 12-5:3, 13-2:9, 13-3:3, 14-1:2, 14-2:13 Truss weight= 189 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.96 Vert(LL) 0.12 11-12 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.46 Vert(TL) -0.17 11-12 >999 057 5401b 073 6561b BCLL 0.0 WB 0.58 Horz(TL) 0.05 9 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION I BRACING TOP CHORD 35 USD r7 50 *Except* TOP CHORD Sheathed or 1- 3 o ce purlin spacing 1-4, 4-6, 6-8 W1 362 SWD 035 50, T2 35 USD 035 50, T3 35 USD 073 50 BOT CHORD 4-0-0 o - b 15- W14 362 USWD 046 50 BOT CHORD 35 USD Ib35 50 WEB$ 362 US,rD 035 50 REACTIONS (jt/size/m�terial)9/0-10-0/CMU, 14/0-10-0/CMU Max DotiJn 9=2966(load case 3), 14=3081(load case 1) Max Upli 9=-2130(load case 2), 14=-3266(load case 2) FORCES (lb) Max. Coi ipression Force TOP CHORD 1-15=-4 7, 1-2=-497, 2-3=-3117, 3-4=-3146, 4-5=-2813, 5-6= 24, 6 170, 7-8=-3105, 8-9=-2905 BOT CHORD 14-15= i 13-14=-45, 12-13=-1402, 11-12=-1200, 10-11=-1633, 10=-1 WEBS 1-14=4 5, 2-14=-2981, 2-13=-1710, 3-13=-637, 3-12=-919, 4-12=-755, 5-12=-558, 5-11=-293, 6-11=-804, 7-11=-1001, 7-10=-634, 8-10=-1718 NOTES 1) This truss has been 11 esigned for unbalanced loading conditions. 2) This truss designed kith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , ' = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 338.12 sq. ft., 0.6 DL applied. The Left End Vertical and Right E d Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load appli d to this truss resulting from the standard wind load, equal to 292 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shal The the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) Provide adequate drainage to prevent water ponding. 5) Top chord load appli d at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stand rd 071 Truss Type �Qty Ply Truss ROOF TRUSS 2 1 D2G QTY (Total = �96 ). All Screws Are #12-14 T/3 i 1-2:2, 4-3:1 4-5:8, 8-7:6, 8-9:11, 11-10:3 2-20:8, 2-21� 3, 3-19:3, 3-20:6, 4-18:6, 4-19:11, 5-17:14, 5-18:13, 6-17:2, 7-16:12, 7-17:13, 8-15:11, 8-16:6, 9-14:6, 9-15:3, 10-12:11, 10-14:7 QTY 3 1-21:10,1 12-10:11. 2-6-0 3-3-0 3-3-0 4-4-0 1 4-4-0 3-8-0 3-8-0 3-3-0 3-3-0 2-6-0 2-6-0 5-9-0 9-0-0 13-4-0 17-8=0 21-4-0 25-0-0 28-3-0 31-6-0 34-0-0 u nn 325US.D2073x10 325USJD073x10 D073 1 20 19 18 17 16 C4 K C8h 0 I90 0 15 14 13 AbuSM073x6 Cl K CB K 60 2-0-0 3-3-0 -i 3-3-0 4-4-0 4-4-0 3-8-0 3-8-0 3-3-0 2-1-0 1-2-9 , 2-0-0 , 2-0-0 5-9-0 9-0-0 13-4-0 17-8-0 21-4-0 25-0-0 28-3-0 30-4-0 32-0-0 2-6-0 31-6-0 34-0-0 2:13 9:6. 14-10:7. 15-8:11. 15-9:3. 16-7:12, 16-8:6, 17-5:14, 17-6:30, 17-7:13, 18-4:6, 18-5:13, 19-3:3, 19-4:11, 20-2: = 246 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.68 Vert(LL) 0.12 18-19 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.81 Vert(TL) 0.10 18-19 >9 057 5401b 073 6561b BCLL 0.0 WB 1.00 Horz(TL) -0.03 13 097 6621b BCDL 10.0 (Matrix) Min Length / LL d fle2' STEEL SECTION III aFI+L-ORDPW-Ocenter TOP CHORD 35 USD 035 50 TOPr -0-0 on center purlin spacing 1-4, 4-8, 8-11 BOT CHORD 55 USD IQ35 50 BOT bracing 1-11 WEBS 362 USWD 035 50 "Except' W5 362 USWD 057 50, W7 362 USWD 057 50, W8 3 057 W9 60 SWD 035 50, W10 362 USWD 046 50, W1 2 U 057 W13 361 USWD 046 50 REACTIONS of/size/m�terial)21/1-0-0/CMU, 17/0-8-0/CMU, 12/1-0-0/ U, 13/0-8-0/CMU Max Do v%1 21=2324(load case 5), 17=4697(load case 1), 12=1497(load case 6), 13=864(load case 3) Max Uplid 21=-3831(load case 2), 17=-7491(load case 2), 12=-2655(load case 2), 13=-904(load case 2) FORCES (lb) Max. Co pression Force TOP CHORD 1-2=48 2-3=-1492, 3-4=-1682, 4-5=-994, 5-22=-143, 6-22=-143, 6-7=-143, 7-8=-798, 8-9=-1329, 9-10=-1095, 10-11=-677 BOT CHORD 1-21=-1 9, 20-21=-91, 19-20=-1367, 18-19=-1690, 17-18=-867, 16-17=-437, 15-16=-1219, 14-15=-881, 13-14=-205, 12-13=-205, 11-12=-211 WEBS 2-21=-2�20, 2-20=-2072, 3-20=-767, 3-19=-608, 4-19=-2823, 4-18=-758, 5-18=-3345, 5-17=-2218, 6-17=-362, 7-17=-1930, 7-16=-3076, 8-16=-828, 8-15=-2641, 9-15=-5I 8, 9-14=-839, 10-14=-1689, 10-12=-1745 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 383.50 sq. ft., 0.6 DL applied. Design Velocity Pressure, q = 42.94 psf. 3) For truss to truss co{nection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). 4) Provide adequate d, inage to prevent water ponding. 5) Load case(s) 1, 2, 3 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Attach 5.5USGP x 1 " at location of tie-in trusses - See detail US2US-4B.1 7) Sl5ecial connections required at joints 19, 15, 8) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (plf) Vert: 1-2=-1 0.0, 2-3=-140.0, 3-4=-140.0, 4-5=-70.0, 5-22=-70.0, 6-22=-70.0, 6-7=-70.0, 7-8=-70.0, 8-9=-140.0, 9-10=-140.0 10-11=-14b.0, 1-21=-40.0, 20-21=-40.0, 19-20=-40.0, 18-19=-200.0, 17-18=-200.0, 16-17=-200.0, 15-16=-200.0, 14-15=-40.0' 13-14=-40.0, 12-13=-40.0, 11-12=-40.0 Co centrated Loads (lb) Vert:19=-810 15=-810 2) Wird 1 C&C: II Uniform Loads (plf Vert: 1-2=-36 0, 2-3=-36.0, 3-4=-36.0, 4-5=-26.0, 5-22=-26.0, 6-22=-26.0, 6-7=-26.0, 7-8=-26.0, 8-9=-36.0, 9-10=-36.0, 10-11=-36.Of 1-21=-24.0, 20-21=-24.0, 19-20=-24.0, 18-19=-64.0, 17-18=-64.0, 16-17=-64.0, 15-16=-64.0, 14-15=-24.0, 13-14=-24.d1 12-13=-24.0, 11-12=-24.0 Normal: 1-2--202.7, 2-3=202.7, 3-4=202.7, 4-5=-50.6, 5-22=-50.6, 6-22=-50.6, 6-7=-50.6, 7-8=-50.6, 8-9=202.7, 9-10=202.7. 10-11=202.�, 1-21=312.6, 18-19=540.9, 17-18=540.9, 16-17=540.9, 15-16=540.9, 11-12=312.6 'ontinued or page 2 /.1 ti-3L s Truss Type �Qty Ply Truss ROOF TRUSS 2 1 D2G Tue Apr 29 15:46:51 2008 LOAD CASE(S) Concentrated Loa Vert: 19 3) Wind 2 C&C: Uniform Loads (pl Vert: 1-2= 18-19=-1C i Normal:1 17-18=44. Concentrated Loa X Vert:19=- 4) Dead: Uniform Loads (pl Vert: 1-2= 19-20=-4C Vert: 1 E 5) 1st unbalanced Uniform Loads Vert: 1- 19-20=. Vert: 19=- 6) 2, d unbalanced L Uniform Loads (pl Vert: 1-2= 19-20=-4( Concentrated Loa Vert:19=- (lb) 915=2209 5.0, 2-3=-36.0, 3-4=-36.0, 4-5=-6.0, 5-22=-6.0, 6-22=-6.0, 6-7=-6.0, 7-8=-6.0, 5-9=-36.0, 9-10=-36.0, 10-1 1=-36.0,1-21=-24.0, 20-21=-24.0, 19-20=-24.0, 0, 17-18=-104.0, 16-17=-104.0, 15-16=-104.0, 14-15=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0 =-168.3, 2-3=-168.3, 3-4=-168.3, 4-5=-87.6, 5-22=-87.6, 6-22=-87.6, 6-7=-87.6, 7-8=-87.6, 8-9=-168.3, 9-10=-168.3, 10-11=-168.3, 1-21=374.5, 18-19=44.7, 16-17=44.7, 15-16=44.7, 11-12=374.5 (lb) 9 15=-249 .0, 2-3=-60.0, 3-4=-60.0, 4-5=-30.0, 5-22=-30.0, 6-22=-30.0, 6-7=-30.0, 7-8=-30.0, 8-9=-60.0, 9-10=-60.0, 10-11=-60.0, 1-21=40.0, 20-21=-40.0, 18-19=-120.0, 17-18=-120.0, 16-17=-120.0, 15-16=-120.0, 14-15=40.0, 13-14=-40.0, 12-13=-40.0, 11-12=-40.0 (lb) ) 15=-450 40.0. 2-3=-140.0, 3-4=-140.0, 4-5=-70.0, 5-22=-70.0, 6-22=-70.0, 6-7=-70.0, 7-8=-70.0, 8-9=-60.0, 9-10=-60.0, 10-11=-60.0, 1-21=-40.0, 20-21=-40.0, 18-19=-200.0, 17-18=-200.0, 16-17=-200.0, 15-16=-200.0, 14-15=-40.0, 13-14=-40.0, 12-13=-40.0, 11-12=-40.0 (lb) 0 15=-810 60.0, 2-3=-60.0, 3-4=-60.0, 4-5=-70.0, 5-22=-70.0, 6-22=-70.0, 6-7=-70.0, 7-8=-70.0, 8-9=-140.0, 9-10=-140.0, 10-11=-140.0, 1-21=-40.0, 20-21=-40.0, 0, 18-19=-200.0, 17-18=-200.0, 16-17=-200.0, 15-16=-200.0, 14-15=-40.0, 13-14=-40.0, 12-13=-40.0,11-12=40.0 Is (lb) 60 15=-810 i rr. Y0.�_ '� •i. M y. •r� 071 Oaks Commercial Center , i russ i ype ��9 ry rry uss ROOF TRUSS 1 EA s Sea 25 2007 Aegis Metal Framing, LLC QTY (Total = ! ). All Screws Are #12-14 T/3 i 1-8:2, 4-6:2,I6-4:4, 8-1:2 1-7:4, 2-7:4, b-6:5, 3-7:4 1:1I a SCREW CITY WEBS 6-3:5, 7-1:4 2-4-0 3-11-3 4-2-1:3 2-4-0 6-3-3 10-6-0 2-0-0 2-4-0 10-5-2 LOADING (psf) SPACING 4-0-0 TCLL 20.0 Code TCDL 15.0 FBC/AISI BCLL 0.0 BCDL 10.0 STEEL SECTION TOP CHORD 35 USD 35 50 'Except' W1 362 ! SWD 035 50, W6 362 USWD 035 50 BUT CHORD 35 USD 35 50 WEBS 362 USVVD 035 50 CSI DEFL (in) (loc) I/deft TC 0.79 Vert(LL) -0.03 6-7 >999 BC 0.43 Vert(TL) -0.11 6-7 >906 WB 0.18 Horz(TL) -0.01 6 n/a (Matrix) Min Length / LL defl = 240 BRACING TOP CHORD Sheathed BOT CHORD 4c1r: 4 iu-0-0 Truss weight = 42 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 §A01b 073 6561b *Durli acinq 1-5 REACTIONS QUsize/m&erial)6/0-4-0/USKW, 7/0-8-0/CMU Max Dow 6=802(load case 3), 7=1161(load case 1) Max Upli 6=-949(load case 2), 7=-1905(load case 2) FORCES (lb) Max. Coni ression Force TOP CHORD 1-8=-45 �1-2=-950, 2-3=-800, 3-4=-201, 4-5=-8, 4-6=-247 BOT CHORD 7-8=0, 6�7=-890 WEBS 1-7=-15, 7=-484, 3-7=-569, 3-6=-857 NOTES 1) This truss designed ith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , K il = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 43.99 sq. ft., 0.6 DL applied. The Left End Vertical and Right Er Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load appliq"d to this truss resulting from the standard wind load, equal to 1038 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached tc}; truss at Joint 6 with 4 410 sds. Refer to Aegis detail US2US-1. 4) Top chord load appli d at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stand rd Job I St.Lucie Oaks Commercial Center Truss Type Oty Ply Truss 0710017 ROOF TRUSS 10 1 1 ED s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:27:23 2008 Page 1 QTY (Total =149 ). All Screws Are #12-14 T/3 i 1-8:2, 4-6:� 6-4:6, 8-1:2 1-7:4, 2-7: 3-6:5, 3-7:4 ob a 3-4-0 2-8-3 2-11-13_ 3-4-0 6-0-3 9-0-0 8 7 C2K 6 2-0-0 1-4-0 , 5-7-2 0-9 14 2-0-0 3-4-0 B-11-2 9-0-0 . iZK SCR�W WEBS CITY 6-3:5, 7-1:: [.1 7-2:7, 7-3:4 Truss weight=45 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.58 Vert(LL) 0.05 7-8 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.55 Vert(TL) 0.05 7-8 >999 057 5401b 073 6561b BCLL 0.0 WB 0.26 Horz(TL) 0.00 6 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 USD 35 50 *Except* TOP CHORD She t e o 0MontEr purlin spacing 1-5 W1 362 USWD 035 50, W6 362 USWD 035 50 BOT CHORD 4- - on r BOT CHORD 35 USD I035 50 WEBS 362 USIVD 035 50 REACTIONS attsize/m;llterial)6/0-4-0/USKW, 7/2-0-0/CMU Max Dow 6=1384(load case 3), 7=1230(load case 1) Max Upli III 6=-742(load case 2), 7=-1578(load case 2) FORCES (lb) Max. Corj1,pression Force TOP CHORD 1-8=-50 , 1-2=-954, 2-3=-835, 3-4=-229, 4-5=-11, 4-6=- BOT CHORD 7-8=-0,-7=-327 WEBS 1-7=-25i, 2-7=-914, 3-7=-564, 3-6=-1149 NOTES 1) This truss designed , ith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 42.11 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load appli d to this truss resulting from the standard wind load, equal to 1257 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shal be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached toi truss at Joint 6 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) Top chord load appli d at 0-0-0 oc via valley trusses above. LOAD CASE(b) Standard 0710017 7.16-32 s ROOF TRUSS 14 11 1 EJB 1 QTY (To93 ). All Screws Are #12-14 T/3 i 1-13:2,.�,� 8:2, 8-6:7, 13-1:2 1-12:4, 6-11:7, 2-12:7, 3-10:2, 3-11:3, 4-9:4, 4-10:2, 5-8:7, 5-9:3 I1, 2-6-0 3-11-15 3-11-15 3-11-15 4-3-8 2-6-0 6-5-15 10-5-13 14-5-12 18-9-4 fl cb o� o I SCREW CITY 13 1 C 3K 11 10 a 8 7Z k 2-0-0 9-6-p 3-11-15 3-11-15 3-11-15 4-2-10 0-gr14 2-0-0 2-6-0 6-5-15 10-5-13 14-5-12 18-8-6 18-9-4 10-3:2, 10-4:2, 11-2:7, 11-3:3, 12-1:4, 12-2:9 Truss LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCI11- 20.0 Code TC 0.74 Vert(LL) 0.07 10-11 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.48 Vert(TL) -0.06 10-11 >999 057 5401b 073 6561b BCLL 0.0 WB 0.67 Horz(TL) -0.03 8 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION al BRACING TOP CHORD 35 USQ 035 50 *Except* TOP CHORD Sheathjoe me urlin spacing 1-7 W1 3 2 USWD 035 50, W11 362 USWD 035 50 BOT CHORD 4-0-0 o3-8 BOT CHORD 35 US 035 50 WEBS 362 U WD 035 50 REACTIONS Qt/size/I aterial)8/0-4-0/USKW, 12/1-0-0/CMU do Max D' ivn 8=1438(load case 1), 12=1898(load case 1) Max Ut I ift 8=-1633(load case 2), 12=-2266(load case 2) FO CES (lb) Max. C mpression Force TOP CHORD 1-13=1 13, 1-2=-844, 2-3=-1664, 3-14=-1520, 4-14=-14'2 4- 927, 6=-181, 6-7=-8, 6-8=-251 BOT CHORD 12-13; i 0, 11-12=-730, 10-11=-1837,'9-10=-1527, 8-9=-910 WEBS 1-12=! 39, 2-12=-1670, 2-11=-1165, 3-11=-404, 3-10=-511, 4-10=-151, 4-9=-887, 5-9=-547, 5-8=-1364 1) This truss designe Building, I = 1.00 , Vertical and Right 2) Horizontal load ap design of which sF 3) 35USKW attachec 4) TI p chord load ap LOAD CASE(S) Stai I ' with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 131.07 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ad to this truss resulting from the standard wind load, equal to 1595 lbs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. D truss at Joint 8 with 7 410 sds. Refer to Aegis detail US2US-1. ied at 0-0-0 oc via valley trusses above. 071001 Truss Type Oty Ply Tru ROOF TRUSS 6 1 EK s Sep 25 2007 Aegis Metal Framing, LL QTY (Total = 4). All Screws Are #12-14 T/3 i 1-8:2, 4-6:2, 6-4:4, 8-1:2 1-7:5, 2-7:4, 3-6:3, 3-7:4 it 2-6-0 2-7-3 2-10-13 2-6-0 5-1-3 8-0-0 oI0 s 2-0-0 0-6-00 5-5-2 0-Q71g 2-0-0 2-6-0 7-11-2 8-0-0 w 0 0 t2K SCREW WEBS CITY 6-3:3, 7-1:5 -2:8, 7-3:4 Truss weight = 33 Ibs LOADI 4G (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.54 Vert(LL) 0.02 7-8 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.35 Vert(TL) -0.03 6-7 >999 057 5401b 073 6561b BCLL 0.0 WB 0.13 Horz(TL) 0.00 6 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CAI-IORD 35 USD 035 50 *Except* TOP CHORD Sheathed 1-5 1 W1 362 I11SWD 035 50, W6 362 USWD 035 50 BOT CHORD 4-0-0 on to I - 8-6 BOT CHORD 35 USD 035 50 WEBS 362 US 035 50 REACTIONS at/size/material)6/0-4-0/USKW, 7/1-0-0/CMU Max Dow 6=655(load case 3), 7=991(load case 1) Max Uplift 6=-552(load case 2), 7=-1920(load case 2) FORCES (lb) Max. Compression Force TOP CHORD 1-8=-429!I1-2=-1050, 2-3=-734, 3-4=-142, 4-5=-8, 4-6=-179 BOT CHORD 7-8=0, 6- =-371 WEBSI 1-7=-212 I2-7=-404, 3-7=-495, 3-6=-643 1) This truss designed Building, I = 1.00 , 1, Vertical and Right E 2) Horizontal load appl design of which she 3) 35USKW attached 1 4) Toplchord load appl LOAD iCASE(S) Stanc s h ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 33.31 sq. ft., 0.6 DL applied. The Left End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. to this truss resulting from the standard wind load, equal to 817 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. -uss at Joint 6 with 4 -#10 sds. Refer to Aegis detail US2US-1. at 0-0-0 cc via valley trusses above. 071001 Truss Type I Qty I rly I I russ ROOF TRUSS 11 11 1 EKGE s 1 2008 r -F QTY (Total = 26). All Screws Are #12-14 T/3 i 2-3:3, 6-8:2, 8-6:2 3-11:2, 4-1 0�, 5-9:3 QTY i 2-11:2 9-5:3. 1 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 4-0-0 6-0-0 8-0-0 4.50 F12 VSD 036 W OCIr r rASWJ W MA (:)*lZ1SL xeeus 4'. 11-3:2 11 10 9 8 325USJD073x10 6" 275USHDO57 w i4412-1z jd3 2-0-0 2-0-0 2-0-0 2-0-0 4-0-0 6-0-0 8-0-0 = 28 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.24 Vert(LL) n/a n/a 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.02 Vert(TL) n/a n/a 057 5401b 073 6561b BCLLI 0.0 WB 0.07 Horz(TL) 0.00 n/a 097 6621b BCDL I 10.0 (Matrix) Min Length / LL defl = 999 # STEEL SECTION TOP bHORD 35 USJ 035 50 "Except" W4 364 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 Max Max FORCES (lb) Max. Ci TORCHORD 1-2=-1 BOTiCHORD 2-11=- WEBS 4-10=- NOTES 1) This truss designe( Building, I = 1.00 , Vertical is not expc 2) Hbrizontal load apf design of which sK 3) Gable requires con 4) Gable studs space 5) For studs exposed) 6) Top chord load app LOAD CASE(S) Starj BRACING TOP CHORD Sheathed 1-7 BOT CHORD 4-0-0 on-o to racing 2-8 aterial)1/8-0-0/UKN, 8/8-0-0/UKN, 2/8-0-0/UKN, 10/8-0-0/UKN, 11/8-0-CPJKN /8-0-0/ � rn 1=34(load case 1), 8=151(load case 1), 2=172(load case 1), (lo case , 1 -317(load case 1), 9=372(load case 1) 1=-11(load case 2), 8=-174(load case 2), 10=-529(load case , 11=-44 N se 2), 9=-529(load case 2) %-190 fzontal 1=8(load case 1), 2=-10(load case 1), 11=2(load 1) npression Force 11�2-3=-735, 3-4=-548, 4-5=-320, 5-6=-92,jjj;;j 12 10-11=0, 9-10=0, 8-9=-1 05, 3-11=-257, 5-9=-306 with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed i = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 33.74 sq. ft., 0.6 DL applied. The Right End ed to Wind. Design Velocity Pressure, qh = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 785 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the.Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. nuous bottom chord bearing. at 2-0-0 on center. D wind, see Aegis Metal Framing "Standard Gable End Detail" ed at 0-0-0 oc via valley trusses above. 10710017 Truss Type �Qty Ply Truss ROOF TRUSS 4 1 EL S 28 WEBS QTY (Total = 541). All Screws Are #12-14 T13 i 1-9:2, 4-6:2, 4:4, 9-1:2 1-8:5, 2-7:3, C�8:6, 3-6:4, 3-7:2 3-0-0 3-2-11 a-O-° 3-0-0 6-2-11 9-9-0 C? 00 co O I 9 8 7 6 2-0-0 1-0-0 3-2-11 3-5-7 0-QT14 2-0-0 3-0-0 6-2-11 9-8-2 9-9-0 QTY 6-3:4, 7-2:317-3:2, 8-1:5, 8-2:9 3K LOADNG (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl TCLL 20.0 Code TC 0.64 Vert(LL) 0.04 8-9 >999 TCDL 16.0 FBC/AISI BC 0.43 Vert(TL) 0.03 8-9 >999 BCLL 0.0 WB 0.17 Horz(TL) 0.01 6 n/a BCDL 10.0 (Matrix) Min Length / ILL defl = 240 if STEEL SECTION BRACING TOP CHORD 35 USD 035 50 'Except' TOP C eathed W1 3621USWD 035 50, W7 362 USWD 035 50 BOT ORD 4 0 on me BOT CHORD 35 USD �035 50 WEBS 362 US D 035 50 REACTIONS Qt/size/m terial)6/0-4-0/USKW, 8/2-0-0/CMU Max Down 6=808(load case 3), 8=1212(load case 1 Max Uplift' 6=-717(load case 2), 8=-2234(load case FORCES (lb) Max. Co�pression Force TOP CHORD 1-9=-47,, 1-2=-1177, 2-3=-509, 3-4=-187, 4-5=-9, 4-6=-213 BOT CHORD 8-9=-1, f1-8=-314, 6-7=-398 WEBS 1-8=-31 , 2-8=-1001, 2-7=-605, 3-7=-165, 3-6=-875 T 21F, Truss weight = 4 SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b on center purlin spacing 1-5 icing 9-6 1) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , I42 = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRcof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 41.34 sq. ft., 0.6 DL applied. The Left End Vertical and Right Ed Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load appIll d to this truss resulting from the standard wind load, equal to 1076 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sha I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections 3) 35USKW attached 1;o truss at Joint 6 with 4 410 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Standard r is 0710017 Truss Type Qty Ply Truss ROOF TRUSS 2 1 EL1 s SeD 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1 QTY (Total t 45 ). All Screws Are #12-14 T/3 i 1-7:2, 3-5 2, 5-3:4, 7-1:2 1-6:5, 2-$4, 2-6:7 rh ch 0 ao a 2-0-0 3-0-0 3-5-0 3-0-0 6-5-0 2-0-0 3-0-0 6-4-2 6-5-0 SCREW QTY WEBS 5-2:4, 6)5, 6-2:10 Truss weight = 26 Ibs LOA6ING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.81 Vert(LL) 0.04 6-7 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.43 Vert(TL) 0.04 6-7 >999 540lb 073 6561b BCLL 0.0 WB 0.19 Horz(TL) 0.00 5 n/a 0 6621b BCD IL 10.0 (Matrix) Min Length / LL deft = 240 # i STEEL SECTION BRACING TOP' CHORD 35 USD 035 50 *Except* TOP CHORD ea h 1-4 W1 360 USWD 035 50, W5 362 USWD 035 50 BOT CHORD -0- o enter r ci 7-5 BO 1 CHORD 35 USD 035 50 WEBS 362 USWD 035 50 REAICTIONS Gt/size/ I' aterial)5/0-4-0/USKW, 6/2-0-0/CMU Max Do N n 5=714(load case 3), 6=1028(load case 1) Max Upjft 5=-6(load case 2), 6=-2343(load case 2) FORCES (lb) Max. C mpression Force TOP j CHORD 1-7=-4 5, 1-2=-1181, 2-3=-179, 3-4=-9, 3-5=-209 BOTI CHORD 6-7=-1 5-6=-297 WEBS 1-6=-311, 2-6=-816, 2-5=-884 NOTES 1) This truss designe, with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed B � ilding, I = 1.00 , il = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 26.90 sq. ft., 0.6 DL applied. The Left End Vortical and Right I_.nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 742 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sh II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 3 , USKW attached (o truss at Joint 5 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) Top chord load ap ied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stan lard I- i 0710017 Truss Type Oty Ply Truss ROOF TRUSS 2 1 EL2 16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon E QTY (Total l 47). All Screws Are #12-14 T/3 i 1-B:2, 4-62, 6-4:4, 8-1:2 1-7:5, 2-7!,;4, 3-6:3, 3-7:4 M O A 3-0-0 2-2-11 2-6-5 3-0-0 5-2-11 7-9-0 to O N 5O �O 0 0 0 ® o 0 a 8 7 6 2-0-0 1-0-0 4-8-2 01114 2-0-0 3-0-0 7-8-2 7-9-0 SC SC4WQTY EW QTY WEBS 6-3:3, 7- 1 5, 7-2:9, 7-3:4 Truss weight = 33 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft S REW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.64 Vert(LL) 0.04 7-8 >999 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.47 Vert(TL) 0.04 7-8 >999 7 5401b 073 6561b BCLL 0.0 WB 0.16 Horz(TL) 0.00 6 1 7 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 24 # STEEL SECTION BRACING TOP CHORD 35 US ^ 035 50 *Except* he TO CHORr4-O-OCQh W1 36� USWD 035 50, W6 362 USWD 035 50 CHOR cen er bracing 8-6 U 2) 3 4) CHORD 35 US 035 50 S 362 UJWD 035 50 'TIONS attsize//naterial)6/0-4-0/USKW, 7/2-0-0/CMU Max Down 6=722(load case 3), 7=1081(load case 1) Max Upljft 6=-353(load case 2), 7=-2243(load case 2) :ES (lb) Max. Cy Impression Force CHORD 1-8=-4 7, 1-2=-1271, 2-3=-884, 3-4=-141, 4-5=-9, 4-6=-162 CHORD 7-8=-016-7=-140 S 1-7=-3 8, 2-7=-437, 3-7=-527, 3-6=-659 s truss designe , with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Iding, I = 1.00 , rz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 32.68 sq. ft., 0.6 DL applied. The Left End tical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. -izontal load applied to this truss resulting from the standard wind load, equal to 878 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the ;ign of which sh II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 1SKW attached o truss at Joint 6 with 4 -#10 sds. Refer to Aegis detail US2US-1. chord -load applied at 0-0-0 oc via valley trusses above. CASE(S) Standard 07100.17 E ROOF TRUSS 16 11 1 EM QTY (Total i i 34). All Screws Are #12-14 T/3 i 1-7:2, 3-5:& 5-3:4, 7-1:2 1-6:3, 2-5:;b, 2-6:3 .0 0 2-6-0 4-0-8 2-6-0 6-6-8 Ui O C!n 7 6 5 2-0-0 ,0-6-0, 3-11-10 0-oT14 SCREW CITY 2-6-0 C2K' LZK 6-5-10 6-6-8 WEBS 5-2:5, 6-1:1, 6-2:5 Truss weight = 30 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.74 Vert(LL) 0.02 6-7 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.29 Vert(TL) 0.02 6-7 >999 057 5401b 073 6561b BCLL 0.0 WB 0.20 Horz(TL) 0.00 5 n/ 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = # STEEL SECTION BRACIN TOP CHORD 35 US 035 50 'Except' p W1 36 USWD 035 50, W5 362 USWD 035 50 BOT BOT CHORD 35 USE,035 50 WETS 362 US D 035 50 REACTIONS Qt/size/ .I terial)5/0-4-0/USKW, 6/1-0-0/CMU Max Do n 5=1035(load case 3), 6=896(load case 1) Max Upl It 5=-553(load case 2), 6=-1167(load case 2) FORCES (lb) Max. Co, pression Force TOP ICHORD 1-7=-370, 1-2=-570, 2-3=-311, 3-4=-11, 3-5=-458 BOT CHORD 6-7=-0,1-6=-348 WEBS 1-6=-11,'4, 2-6=-704, 2-5=-1065 2) 4) bracing 7-5 its truss designedliiroith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed idding, I = 1.00 , {Ifni = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 30.29 sq. ft., 0.6 DL applied. The Left End rtical and Right Old Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. irizontal load applied to this truss resulting from the standard wind load, equal to 923 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the sign of which sh y' be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ;USKW attached 0 truss at Joint 5 with 4 410 sds. Refer to Aegis detail US2US-1. ,p chord loadapp ied at 0-0-0 oc via valley trusses above. D CASE(S) Standard I i Job St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 0710 17 j ROOF TRUSS 4 1 EN Tke 7.16-32 s Sao 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:27:28 2008 Page 1 CITY (Total I= 32 ). All Screws Are #12-14 T/3 i 1-7:2, 3- i2, 5-3:4, 7-1:2 1-6:2, 245, 2-6:3 'ch ob a 2-4-0 4-2-8 J 2-4-0 6-6-B CP O CT SCREW QTY WEBS 5-2:5, 6- 2-0-0 9-4-9 2-4-0 I2, 6-2:5 Y, �2K 4-1-10 6-5-10 0-q,14 6-6-8 Truss weight =29lbs LO, DING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.78 Vert(LL) 0.02 6-7 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.25 Vert(TL) 0.02 6-7 >999 057 5401b 073 6561b BCLL 0.0 WB 0.21 Horz(TL) 0.00 5 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION I BRACING TOP CHORD 35 US ^ 035 50 *Except* TOP CHORD Sh - W1 36� USWD 035 50, W5 362 USWD 035 50 BOT CHORD 4 on t racing 5 BOT CHORD 35 USD 035 50 WEBS 362 U§WD 035 50 ICTIONS RE at/size/ aterial)5/0-4-0/USKW, 6/0-8-0/CMU Max Dc n 5=1017(load case 3), 6=859(load case 1 Max Up�ift 5=-600(load case 2), 6=-1067(Ioad ca i FORCES (lb) Max. C Impression Force TOP CHORD 1-7=-316, 1-2=-500, 2-3=-327, 3-4=-11, 3-5=-480 BOT CHORD 5-7=-0 5-6=-428 WEBS 1-6=-7 , 2-6=-670, 2-5=-1071 2) 4) s truss designed„ with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed [ding, I = 1.00 , �z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 30.29 sq. ft., 0.6 DL applied. The Left End :tical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. rizontal load applied to this truss resulting from the standard wind load, equal to 923 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the •ign of which shell be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. JSKW attached o truss at Joint 5 with 4 -#10 sds. Refer to Aegis detail US2US-1. chord load ap ,lied at 0-0-0 oc via valley trusses above. I CASE(S) Standard Job 0710017 s ROOF TRUSS 12 11 I EN1 CITY (rota' i 1-5:2, 2- 1-4:3 QTY = 17 ). All Screws Are #12-14 T/3 :3, 4-2:4, 5-1:2 4-5-12 O N L I 4-4-14 0-Q 14 4-4-14 4-5-12 T O CTI ?z K Wtt3S 4-1::i Truss weight = 21 Ibs LOADING LI (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/de SCREW VALUE. (#12-14 T/3) TC L 20.0 Code TC 0.97 Vert(LL) 0.00 >9 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.20 Vert(TL) -0.01 057 5401b 073 6561b BCLL 0.0 I WB 0.10 Horz(TL) -0:0 4 097 6621b BCDL 10.0 (Matrix) Min Leng a 240 # i STEEL SECTION TO CHORD 35 USD 035 50 *Except CH �CI eathed 1-3 I W1 3 2 USWD 035 50, W3 362 USWD 035 50 CHORD 4-0-0 on center bracing 5-4 BOT CHORD 35 US, 035 50 \VtP WEBS 362 U WD 035 50 REACTIONS at/size/Ipatedal)5/0-7-4/LGF, 4/0-4-0/USKW Max Dc� n 5=369(load case 1), 4=889(load case 3) Max Uq�ft 4=-827(load case 2) II FORCES (lb) Max. Compression Force TOP CHORD 1-5=-2871 1-2=-404, 2-3=-11. 2-4=-612 1. BOT CHORD 4-5=-6.19 1) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , f Cz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 20.40 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load ap lied to this truss resulting from the standard wind load, equal to 618 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached Ito truss at Joint 4 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) Top chord load apF� ied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stan and i 071001 Tr�TRUSS Qty Ply Truss RO4 1 ER s Mon QTY (Total = 0,3 ). All Screws Are #12-14 T/3 i 1-9:2, 4-6:2 6-4:4, 9-1:2 1-8:5, 2-7:3 2-8:6, 3-6:4, 3-7:2 3-0-0 3-2-11 3-6-5 3-0-0 6-2-11 9-9-0 CITY 2-0-0 3-0-0 6-2-11 9-8-2 9-9-0 9D N TzK WEBS 6-3:4, 7-2:3, 7-3:2, 8-1:5, 8-2:9 Truss weignt = 43 ins . LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLLI 20.0 Code TC 0.64 Vert(LL) 0.04 8-9 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.43 Vert(TL) 0.03 8-9 >999 051 5401b 073 6561b BCLL 0.0 WB 0.17 Horz(TL) 0.01 6 n/a 0j 6621b BCDL 10.0 (Matrix) Min Length / LL deft = 240 Illilk # STEEL SECTION BRACING TOP CHORD 35 US 035 50 *Except* TOP CHORD heathe or 2-0- nter p in spacing 1-5 W1 361 USWD 035 50, W7 362 USWD 035 50 BOT CHORD - on nter b i 9-6 BOT CHORD 35 USD 035 50 WEBIS 362 USI(D 035 50 1100 REACTIONS Qt/size/Ilaterial)6/0-4-0/USKW, 8/2-0-0/LGF Max Do n 6=808(load case 3), 8=1212(load case 1) Max Up l 6=-717(load case 2), 8=-2234(load case 2) FORCES (lb) Max. Co pression Force TOP CHORD 1-9=-4 4, 1-2=-1177, 2-3=-509, 3-4=-187, 4-5=-9, 4-6=-213 BOT CHORD 8-9=-1, 7-8=-314, 6-7=-398 WEBS 1-8=-3 B, 2-8=-1001, 2-7=-605, 3-7=-165, 3-6=-875 1) is truss designecl,,With ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 41.34 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wihd. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1076 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sha I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached o truss at Joint 6 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stan lard I ,^ I i I 07100 ROOF TRUSS 1 2 1 FGB s Sep 25 2007 Aegis Metal Framing, LLC Apr 28 QTY (Total = � 94 ). All Screws Are #12-14 T/3 i 1-10:15, 5- '15, 6-5:15, 10-1:15 1-9:14, 2-9: 0, 3-7:5, 3-8;2, 3-9:5, 4-7:10, 5-7:14 4-4-1 4-0-3 4-0-3 4-4-1 4-4-1 8-4-4 12-4-7 16-8-8 O O :i 1 11 7 r� r .� r . r .!• r�if SEE LA your MRv Fp2 CugSr�t 4-4-1 4-0-3 4-0-3 , 4-4-1 , 4-4-1 8-4-4 12-4-7 16-8-8 C$K SCREW WEBS QTY 7-3:5, 7-4: IAI*IL-t1v . 0, 7-5:14, 8-3:2, 9-1:14, 9-2:10, 9-3:5 Truss weight= 322 Ibs LOADING (pso SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLIJ 20.0 Code TC 0.95 Vert(LL) 0.15 8 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.40 Vert(TL) 0.12 8 >999 057 5401b 073 6561b BCLL 0.0 WB 0.95 Horz(TL) -0.02 6 n/a OW 6621b BCDL 10.0 (Matrix) Min Length / LL defl = 240 # STEEL SECTION BRACING TOP 55 US 035 50 *Except* TOP CHORD eath or 2- center lin spacing 1-5 (CHORD W1 60 P1SWD 035 50, W9 60 USWD 035 50 BOT CHOR -0- o enter r c 10-6 BOT CHORD 55 USDI035 50 (2)600 33 -10 Attach to both web flanges of both plies, full WEBS 362 USiWD 035 50 *Except* length, w/10412-14 at 12" oc W4 36 USWD 046 50, W6 362 USWD 046 50, W7 362 US CSJ 20ga 33 5-6 Attach to both web flanges of both plies, full length, w/11412-14 at 12" oc (2)600 CSJ 20ga 33 1-9 Attach to both web flanges of both plies, full length, w/14412-14 at 12" oc (2)600 CSJ 20ga 33 2-9 Attach to both web flanges of both plies, full length, w/6-#12-14 at 12" oc (2)600 CSJ 20ga 33 5-7 Attach to both web flanges of both plies, full length, w/14412-14 at 12" oc REACTIONS at/size/ aterial)10/0-3-10/LGF, 6/0-114/CMU Max DO 'n 10=5231(load case 1), 6=5380(load case 1) Max Up1lIift 10=-7393(load case 2), 6=-7716(load case 2) FORCES (lb) Max. CJllnpression Force TOP CHORD 1-10=-$,089, 1-11=-1986, 2-11=-1986, 2-12=-1986, 3-12=-1986, 3-13=-1973, 4-13=-1973, 4-14=-1973, 14-15=-1973, 5-15=-1973, 5-6=-5238 BOT CHORD 9-10=- 77, 8-9=-3471, 7-8=-3471, 6-7=-877 WEBS 1-9=-664, 2-9=-2985, 3-9=-1673, 3-8=-178, 3-7=-1707, 4-7=-2924, 5-7=-6944 1) 2-'ply truss to be co, nected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords con gected with 1 row at 12 inches on center. 2) This truss designed1with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure ategory C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.9g ft. using a toq,,chord tributary area of 41.34 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are exposed to' Wind. Design Velocity Pressure, qh = 42.94 psf. 3) For truss to truss nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load( �). Design of connection(s) is delegated to the building designer. 4) For truss to truss nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for -other type load'.). Design of connection(s) is delegated to the building designer. Special connection(s) required to support concentrated load() at joint(s) 2, . 5) Provide adequate rainage to prevent water ponding. 6) Load case(s) 1, 2, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 71 A{tach 5.5USGP x 12" at location of tie-in trusses - See detail US2US-4B.1 8) Top chord load ap ied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (02 Vert: 1-11-1 140.0, 2-11=-140.0, 2-12=-140.0, 3-12=-140.0, 3-13=-140.0, 4-13=-140.0, 4-14=-140.0, 14-15=-140.0, 5-15=-140 10, 9-10=-40.0, 8-9=-40.0, 7-8=-40.0, 6-7=-40.0 :ontipued on page 2 Truss Type Qty Ply Trus ROOF TRUSS 2 FGB 16-32 s Sep 25 2007 Aegis Metal Framing, Page 2 :ntrated Loads (lb) Vert: 2=-251 11=-243 12=-1871 13=-2512 14=-243 15=-314 1 C&C: m Loads (pIq Vert: 1-11=- ti.0, 2-11=-36.0, 2-12=-36.0, 3-12=-36.0, 3-13=-36.0, 4-13=-36.0, 4-14=-36.0, 14-15=-36.0, 5-15=-36.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0, 6-7=-24.0 Normal: 1-1 226.8. 2-11=226.8, 2-12=226.8, 3-12=365.2, 3-137226.8, 4-13=226.8, 4-14=226.8, 14-15=226.8. 5-15=226.8 Parallel: 1-10i 202.3, 5-6=-202.3 :ntrated Loadsl(Ib) Vert: 2=409 11=510 12=2568 13=409914=510 15=586 2 C&C: m Loads (plf] Vert: 1-11=- 6.0, 2-11=-36.0, 2-12=-36.0, 3-12=-36.0, 3-13=-36.0, 4-13=-36.0, 4-14=-36.0, 14-15=-36.0, 5-15=-36.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0, 6-7=-24.0 Normal: 1-1 -66.3, 2-11=-66.3, 2-12=-66.3, 3-12=-101.6, 3-13=-66.3, 4-13=-66.3, 4-14=-66.3, 14-15=-66.3, 5-15=-66.3 Parallel: 1-1 185.1, 5-6=185.1 nitrated Load (lb) Vert:2=409 11=510 12=2568 13=4099 14=51 0 1 5=586 i m Loads (plt Vert: 1-11=- 0.0. 2-11=-60.0, 2-12=-60.0, 3-12=-60.0, 3-13=-60.0, 4-13=-60.0, 4-14=-60.0, 14-15=-60.0, 5-15=-60.0, 9-10=-40.0, 8-9=-40.0, 7-8=-40.0, 6-7=-40.0 intrated Load ,! (lb) Vert: 2=-1395 11=-135 12=-1040 13=-1395 14=-135 15=-174 Job St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 071001 ROOF TRUSS 1 1 HA The MI narch Company 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:27:56 2008 Page 1 SCREW CITY (Total = 06 ). All Screws Are #12-14 T/3 CHORDS 1-10:3, 5-6: 6-5:6, 10-1:3 WEBS 1-9:8, 2-8:8, 2-9:9, 3-7:5, 3-8:5, 4-6:8, 4-7:3 I 3-2-2 3-8-8 3-8-8 4-0-2 3-2-2 6-10-9 10-7-1 14-7-3 3.18 r12 5 2 4 8 3 \� 3 \� ti ' � 8 2 69 rBl 89 5 3 B 6 I j o o o 1 1 8 12 7 6-8-1:1:::: �Fz 3-8-8 4-0-2 2-8-7 3-2-2 6-10-9 10-7-1 14-7-3 SCREW CITY TOP BOT TOP BOT VG (pso 20.0 15.0 0.0 10.0 SECTION LORD 35 t W1 iORD 35 t 362 Max Max Max. 1-1( 9-1( 1-9= 7-4:3, 8-2:8, 8-3:5, 9-1:8, 9• SPACING 4-0-0 Code FBC/AISI 035 50 'Except` USWD 035 50, W9 362 USWD 035 50 05750 VD 035 50 iterial)6/0-4-0/USKW, 9/0-11-5/CMU 1 6=1193(load case 1), 9=1170(load ) 6=-1460(load case 2), 9=-1394(load se 2) ipression Force 2, 1-2=-1927, 2-3=-1272, 3-4=-1249, 4-5=-135, 5-6=-217 9-11=-597, 8-11=-597, 8-12=-1005, 7-12=-1005,6-7=-1459 , 2-9=-1544, 2-8=-2068, 3-8=-571, 3-7=-1278, 4-7=-591, 4-6=-1492 CSI DEFL (in) (loc) I/deft TC 0.93 Vert(LL) 0.09 7-8 >999 BC 0.93 Vert(TL) 0.07 7-8 >999 WB 0.39 Horz(TL) 0.01 6 n/a (Matrix) Min Length / LL deft = 240 BRACING TOP CHORD heat Truss weiaht = 92 Ibs SCREW VALUE. (#12-14 T/3) 035 2561b 046 4501b 057 5401b 073 6561b 097 6621b inter purlin spacing 1-5 10-6 1) Th'is truss designed;with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 73.09 sq. ft., 0.6 DL applied. The Left End Vertical and Right �d Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load app ied to this truss resulting from the standard wind load, equal to 982 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sh II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) For truss to truss c6Itnection(s) of concentrated load(s) shown refer to Aegis Detail Series U32US. Special connection(s) required for other type load(s). Design of connection(s) is delegated to the uilding designer. 4) 35USKW attached to truss at Joint 6 with 4 410 sds. Refer to Aegis detail US2US-1. 5) Load case(s) 1, 2, 1 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Attach 35USGP x 2" at location of tie-in trusses - See detail US2US-3B.1 7) Attach 35USGPX iom 10 to 6 - See details US2US-5.1 8) USGP-X capacity e�Cceeded special connections required at 11, 9) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE'S) 1) Live: Uniform Loads (plf) Vert: 1-2=- 40.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 9-10=-40.0, 9-11=-40.0, 8-11=-40.0, 8-12=-40.0, 7-12=-40.0, 6-7=-40.0 Concentrated Loads (lb) Vert: 11=1 T07 12=-572 21 VVind 1 C&C: U�iform Loads (plo, Vert: 1-2=-36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 9-10=-24.0, 9-11=-24.0, 8-11=-24.0, 8-12=-24.0, 7-12=-24.0, 6-7=-24.0 I Normal: 1- =248.7, 2-3=248.7, 3-4=248.7, 4-5=248.7, 9-10=347.0 Concentrated Loaos (lb) Vert: 11=-11 65 12=971 3) Wind 2 C&C: on page 2 I Job St. Lucie Oaks Commercial Center Truss Type Qty Ply Truss 07100 7 ROOF TRUSS 1 1 HA The Monarch Compan i 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:27:56 2008 Page 2 -OADI CASE(S) Uniform Loads (plf) Vert: 1-2= Normal: 1-2 Concentrated Load Vert: 11=-1 t)-Dead: Uniform Loads (plf) Vert: 1-2=-E Concentrated Load, Vert: 11=56 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 9-10=-24.0, 9-11=-24.0, 8-11=-24.0, 8-12=-24.0, 7-12=-24.0, 6-7=-24.0 '.1, 2-3=-87.1, 3-4=-87.1, 4-5=-87.1, 9-10=408.8 I 12=971 0, 2-3=-60.0, 3-4=-60.0, 4-5=-60.0, 9-10=-40.0, 9-11=-40.0, 8-11=40.0, 8-12=-40.0, 7-12=40.0, 6-7=-40.0 ;lb) 12=-318 07100 Truss Type c tty riy I russ ROOF TRUSS 4 1 HD s 56 CITY (Total = 76 ). All Screws Are #12-14 T/3 i 1-8A, 4-5:3 5-4:4, 8-1A 1-7:9, 2-6:6 2-7:6, 3-5:5, 3-6:3 —4 4-2-15 2-11-9 5-3-5 4-2-15 7-2-7 12-5-12 2-9-15 4-2-15 7-2-7 12-5-12 T2K SCREW CITY WEBS 5-3:5, 6-2: , 6-3:3, 7-1:9, 7-2:9 Truss weight = 85 Ibs LOADING (psf) SPACING 4-0-0 CS] DEFL (in) (loc) I/defl SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.76 Vert(LL) 0.13 7-8 >755 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.89 Vert(TL) 0.12 7-8 >823 057 5401b 073 6561b BCLL 0.0 WB 0.40 Horz(TL) 0.01 5 n/a Ilin 6621b to BCDL 10.0 (Matrix) Min Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 US 046 50 *Except* TOP CHORD h or 2-0 centespacing 1-4 W1 362 USWD 035 50, W7 362 USWD 035 50 BOT CHOR 4-0-0 o enter • r Mg 8-5 BOT CHORD 35 USIJ 046 50 WEBS 362 USWD 035 50 *Except* W3 362 USWD 046 50 REACTIONS at/size/ llaterial)5/0-4-0/USKW, 7/2-9-15/CMU Max DoWn 5=1013(load case 3), 7=1875(load case 1) Max Uplift 5=-917(load case 2), 7=-3863(load case 2) FORCES (lb) Max. C II pression Force TOP�CHORD 1-8=-8�, 1-2= 2128, 2-3=-689, 3-4=-337, 4-5=-311 BOTICHORD 8-9=-2,I7-9=0, 6-7=-618, 5-6=-462 WEBS 1-7=-6 1, 2-7=-1558, 2-6=-1398, 3-6=-415, 3-5=-1133 NOTES 1) This truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed BLilding, I = 1.00 , f <z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 60.60 sq. ft., 0.6 DL applied. The Left End Vertical and Right qnd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load apt lied to this truss resulting from the standard wind load, equal to 1505 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which sh�ll be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) For truss to truss connection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) isl delegated to the building designer. 4) 35USKW attached to truss at Joint 5 with 4 410 sds. Refer to Aegis detail US2US-1. 5) Load case(s) 1, 2, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of t1iis truss. 6) Attach 35USGP x�012" at location of tie-in trusses -See detail US2US-3B.1 7) Attach 35USGPXi rom 8 to 5 - See details US2US-5.1 8) Top chord load ap lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Urriform Loads (pl Vert: 1-2=111�40.0, 2-3=-140.0, 3-4=-140.0, 8-9=-40.0, 7-9=-40.0, 6-7=-40.0, 5-6=-40.0 Concentrated Loatls (Ib) Vert:6=-1Q2 9=-120 2) Wind 1 C&C: Tniform Loads (pillf) Vert: 1-2= P6.0, 2-3=-36.0, 3-4=-36.0, 8-9=-24.0, 7-9=-24.0, 6-7=-24.0, 5-6=-24.0 Normal: 1. 2=255.7, 2-3=255.7, 3-4=255.7, 8-9=347.0, 7-9=347.0 Concentrated Loads (lb) Vert:6=57 9=402 3) Wind 2 C&C: Uniform Loads (pl Vert: 1-2=,, 6.0, 2-3=-36.0, 3-4=-36.0, 8-9=-24.0, 7-9=-24.0, 6-7=-24.0, 5-6=-24.0 Normal: 1-2=-89.9, 2-3=-89.9, 3-4=-89.9, 8-9=408.8, 7-9=408.8 :ontinued on page 2 Il ROOFTRUSS 4 1 J.HD s Sep 25 2007 Aegis Metal Framing, LL Mon Apr 28 4) CASE(S) centrated Lo: Vert: 6=5 d: orm Loads (p Vert: 1-2= centrated Loo Vert: 6=! (lb) 9=402 ;0.0, 2-3=-60.0, 3-4=-60.0, 8-9=-40.0, 7-9=-40.0, 6-7=-40.0, 5-6=-40.0 (lb) 9=-67 Job 071 Th S QTY (Total = 70, ). All Screws Are #12-14 T/3 3 1-8:3, 4-5:2, � 4:5, 8-1:3 1-7:8, 2-6:3, -7:6, 3-5:9, 3-6:6 �I 3-4-15 7-1-1 3.18 12 s truss I ype l iry rry ruses ROOF TRUSS 1 1 HK 11-0-12 3 TZ K 8 7 C2K 9 6 5 2-8-7 0-8-8 3-8-2 3-11-12 2-8-7 3-4-15 7-1-1 11-0-12 SCR4W CITY WE 5-3:9, 6-2: 6-3:6, 7-1:8, 7-2:7 Truss weight= 67 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft W VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.90 Vert(LL) 0.09 8 >890 "13561b 046 4501b TCD 15.0FBC/AISI BC 0.83 Vert(TL) 0.08 7-8 >99 401b 073 6561b BCLL 0.0 WB 0.47 Horz(TL) 0.01 5 / 0621b BCDL 10.0 (Matrix) Min Length / LL d 4 # STEEL SECTION B G TOP CHORD 35 USDI 035 50 *Except* CHORD heat i or 2- -0 on center purlin spacing 1-4 W1 367'!USWD 035 50, W7 362 USWD 035 50 B - ORD center bracing 8-5 BOT CHORD 35 USD,;057 50 WEBS 362 USjND 035 50 REACTIONS Uusize/rgaterial)5/0-4-0/USKW, 7/1-5-0/CMU Max Do" 5=1290(load case 3), 7=1056(load case 1) Max Uplift 5=-117(load case 2), 7=-1815(load case 2) FORCES (lb) Max. Colmpression Force TOP CHORD 1-8=-638, 1-2=-2038, 2-3=-1841, 3-4=-142, 4-5=-222 BOT CHORD 7-8=-1,j�-9=-580, 6-9=-580, 5-6=0 WEBS 1-7=-58,5, 2-7=-966, 2-6=-712, 3-6=-479, 3-5=-2221 1) TFjis truss designed�'With ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Brilding, I = 1.00 , IF = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 44.56 sq. ft., 0.6 DL applied. The Left End Vertical and Right qpd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load app ed to this truss resulting from the standard wind load, equal to 793 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) For truss to truss connections) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) isIdelegated to the puilding designer. 4) 35USKW attached o truss at Joint 5 with 4 410 sds. Refer to Aegis detail US2US-1. 5) Load case(s) 1, 2, , 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Attach 35USGP x 2" at location of tie-in trusses -See detail US2US-3B.1 7) Attach 35USGPX 'om 8 to 5 - See details US2US-5.1 8) Top chord load ap ied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (plf�, Vert: 1-2=- 40.0. 2-3=-140.0, 3-4=-140.0, 7-8=-40.0, 7-9=-40.0, 6-9=-40.0, 5-6=-40.0 Concentrated Loa s (lb) Vert: 9=49 2) Wind 1 C&C: Uniform Loads (pl Vert: 1-2= 36.0, 2-3=-36.0, 3-4=-36.0, 7-8=-24.0, 7-9=-24.0, 6-9=-24.0, 5-6=-24.0 Normal: 1- =267.2, 2-3=267.2, 3-4=267.2, 7-8=347.0 Concentrated Loa s (lb) Vert: 9=-1 #1z9 3) Wind 2 C&C: Uniform Loads (pl� Vert: 1-2=h6.0, 2-3=-36.0, 3-4=-36.0, 7-8=-24.0, 7-9=-24.0, 6-9=-24.0, 5-6=-24.0 Normal: 1J2=-94.5, 2-3=-94.5, 3-4=-94.5, 7-8=408.8 Concentrated Loads (lb) Vert: 9=-1 29 ;ontinued on page 2 11 Job! St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 0710017 I ROOF TRUSS 1 1 HK i tie monarcn t;ol LOAD CASE(S) 4) Dead: Uniform Loads Vert:1 Concentrated I Vert: 9 .I .0, 2-3=-60.0, 3-4=-60.0, 7-8=-40.0, 7-9=-40.0, 6-9=-40.0, 5-6=-40.0 (lb) j �I; 1fl liY I. 10-0/ J Otep 40 LV1 VI MtVyl, IVICIdI f IGllllIItj, —L . IVIVII MIJI — IuI—I —V I oyc � 0017 CITY (ToT!1�51 11 1 86 ). All Screws Are #12-14 T/3 i 1-8:4,, 5 4:4, 8-1:4 1-7:11-6:9, 2-7:6, 3-5:5, 3-6:3 14* ti C'IO 4-1-7 9 7 2-8-7 1-5-0 2-8-7 4-1-7 tEW CITY 3S 5-3:5, 6- 9, 6-3:3, 7-1:11, 7-2:10 ANG (psf) SPACING 4-0-0 20.0 Code 15.0 FBC/AISI 0.0 10.0 .L SECTION CHORD 35 US4 046 50 *Except* W1 3621 USWD 035 50, W7 362 USWD 035 50 CHORD 35 USD 046 50 S 362 USWD 035 50 *Except* W3 3d,, USWD 046 50 mmercial Center Truss Type Qty Ply Truss ROOF TRUSS __j 2 1 HL 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1 4-6-11 4-10-5 8-8-2 13-6-7 4 3.54 12 2 3 5 3 i 6 s ' 4 p 3 5 4 7 � o O C5 K 106 5 4-6-11 4-10-5 8-8-2 13-6-7 Truss weic CSI DEFL TC 0.91 Vert(LL) BC 0.94 Vert(TL) WB 0.56 Horz(TL) (Matrix) Min Length REACTIONS 0t/size/n'iaterial)5/0-4-0/USKW, 7/2-9-15/CMU Max Dox6 5=880(load case 3), 7=1951(load case 1) Max Upl 5=-823(load case 2), 7=-4344(load case 2) FORCES (It Max. CoLression Force TOP CHORD 1-8=-8 , 1-2=-2604, 2-3=-829, 3-4=-187, 4-5=-270 BOT CHORD 8-9=-2,17IP-9=0, 7-10=-792, 6-10=-792, 5-6=-588 WEBS 1-7=-79,7, 2-7=-1425, 2-6=-2315, 3-6=-356, 3-5=-1145 ACIN� \V .Q CHC OT CHC TZK (in) (loc) I/deftCREW VALUE. (#12-14 T/3) 0.16 7-8 >58AN"97 35 2561b 046 4501b 0.15 7-8�6457 5401b 073 6561b 0.01 n 6621b had or 2-0-0 on center purlin spacing 1-4 on center bracing 8-5 1) ThI's truss designediiI' ith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 63.55 sq. ft., 0.6 DL applied. The Left End Vertical and Right Eiid Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load appl ed to this truss resulting from the standard wind load, equal to 1021 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) For truss to truss coflnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) is delegated to the b ilding designer. 4) 350SKW attached tp truss at Joint 5 with 4 -#10 sds. Refer to Aegis detail U82US-1. 5) Load cases) 1, 2, 3, 14 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 111 6) Attach 35USGP x 12" at location of tie-in trusses - See detail US2US-313.1 7) A6ch 35USGPX from 8 to 5 - See details US2US-5.1 8) T661 chord load appli'd at 0-0-0 oc via valley trusses above. LOAD, CASE(S) 1) Live: Uniform Loads (plf) Vert: 1-2=-140.0, 2-3=-140.0, 3-4=-140.0, 8-9=-40.0, 7-9=-40.0, 7-10=40.0, 6-10=40.0, 5-6=-40.0 Coricentrated Loads l(Ib) V,ert: 9=-261 0=94 2) Wind 1 C&C: Uni irm Loads (plf) Vert: 1-2=-36 0, 2-3=-36.0, 3-4=-36.0, 8-9=-24.0, 7-9=-24.0, 7-10=-24.0, 6-10=-24.0, 5-6=-24.0 Normal: 1-2= 54.0, 2-3=254.0, 3-4=254.0, 8-9=347.0, 7-9=347.0 Concentrated Loads �jb) Vert:9=704 10=520 3) Wind 2 C&C: Uniform Loads (plf) 1 Vert: 1-2=-36 0, 2-3=-36.0, 3-4=-36.0, 8=9=-24.0, 7-9=-24.0, 7-10=-24.0, 6-10=-24.0, 5-6=-24.0 Normal: 1-2=�$9.2, 2-3=-89.2, 3-4=-89.2, 8-9=408.8, 7-9=408.8 continued on page 2 Job 1 St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 6710017 i ROOF TRUSS 2 1 HL The Monarch Coi LOAD CASE(S) Concentrated I Vert: 9 4) Dead: Uniform Loads Vert: 1 -Concentrated I Vert: 9 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 15:05:47 2008 Page 2 (lb) 10=520 =-60.0, 2-3=-60.0, 3A=-60.0, 8-9=-40.0, 7-9=-40.0. 7-10=-40.0, 6-10=-40.0, 5-6=-40.0 ads (lb) 145 10=52 0710017 s Truss Type Qty Ply Tru: ROOF TRUSS 1 1 HL1 CITY (Total =1 63 ).All Screws Are #12-14 T/3 i 1-6:3, 3-4:21 4-3:4, &1.3 1-5:9, 2-4:7j 2-5:5 CM M M 4-1-7 3.54 12 4-8-8 8-9-14 u p I - O 1_5-0 5 C 4 K 4_8_6 4 SCREW CITY 11 2-8-7 4-1-7 8-9-14 WEBS 4-2:7, 5-1:9, 5-2:14 Truss weight = 41 Ibs LOADI G (psf) SPACING 4-0-0 CSI DEFL (in) N/a SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.85 Vert(LL) 4 -6 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.85 Vert(TL 5-6 057 5401b 073 6561b BCLL 0.0 WB 0.35 orc(T1 0.01 0976621b BCDL 10.0 (Matrix) Min Le h / LL f1= # STEELSECTIONB ACING TOP CHORD 35 USD 0 7 50'Except' P CHORD Sheathed or 2-0-0 on center purlin spacing 1-3 W1 362 TSWD 035 50, W5 362 USWD 035 50 ROT CHORD 4-0-0 on center bracing 6-4 BOT C I ORD 35 USD 0�5 50 WEBS 362 USW D 035 50 'Except' W3 362 U SWD 057 50 REACTIONS Gt/size/matllrial)4/0-4-0/USKW, 5/2-9-15/CMU Max Down 4=887(load case 3), 5=1435(load case 1) Max Uplift 5=-3430(load rase 2) FORCES (Ib) Max. Com ssion Force TOP CHORD 1-6=-667, 2=-2199, 2-3=-178, 3-4=-274 BOT CHORD 5-6=-1, 4- =-582 WEBS I 1-5=-586, 5=-1140, 2-4=-1595 NOTESI 1) This truss designed wi ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz - 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using atop chord tributary area of 35.57 sq. ft., 0.6 DI -applied. The Left End Vertical and Right EndlVertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 723 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall b¢ the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attached to truss at Joint 4 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied 6t 0-0-0 oc via valley trusses above. LOAD CASES) Standar . 0017 Truss Type Qty Ply Truss ROOF TRUSS 4 1 HM s 00 QTY (Tot�l = 58 ). All Screws Are #12-14 T/3 i 1-8:Z 152, 5-4:4, 8-1:2 1-7:6, 6:3, 2-7:6, 3-5:4, 3-6:3 �I a 3-4-15 2-7-12 2-11-6 3-4-15 6-0-11 9-0-0 g 7 6 5 2-8-7 0-8-8 2-7-12 2-11-6 2-8-7 3-4-Lj 6-0-11 9-0-0 SCREW WEBS W CITY 5-3:4, 6- I11 L 2 �[ :3, 6-3:3, 7-1:6, 7-2:10 7^ Truss wei ht = 42 Ibs 9 LID DING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft qQ SCREW VALUE. (#12-14 T/3) TOLL 20.0 Code TC 0.73 Vert(LL) 0.05 7-8 >99LIftl 035 2561b 046 4501b TC!DL 15.0 FBC/AISI BC 0.54 Vert(TL) 0.05 057 5401b 073 6561b BOLL 0.0 WB 0.18 Horz(TL) 5 097 6621b K BdDL 10.0 (Matrix) Min Len a 240 # STEEL SECTION TOP CHORD 35 U D 035 50 'Except' BRACT PC Og heathed or 2-0-0 on center purlin spacing 1A W1 362 USWD 035 50, W7 362 USWD 035 50 B T CHORD 4-0-0 on center bracing 8-5 BOT CHORD 35 UOD 035 50 WEBS 362 I SWD 035 50 REI CTIONS Qt/sizjmaterial)5/0-4-0/USKW, 7/1-5-0/CMU Max D6wn 5=858(load case 3), 7=1252(load case 1) Max Uplift 5=-555(load case 2), 7=-2425(load case 2) FORCES (lb) Max. Compression Force TOP CHORD 1-8=-530, 1-2=-1310, 2-3=-453, 3A=-197, 4-5=-179 BO,T CHORD 7-8=-, 6-7=-363, 5-6=-172 WEBS 1-7=- 66, 2-7=-1037, 2-6=-471, 3-6=-250, 3-5=-888 0 2) 3) 4) this truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed 3uilding, I = 1.00 IKz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 38.56 sq. ft., 0.6 DL applied. The Left End /ertical and Righl End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. iorizontal load a plied to this truss resulting from the standard wind load, equal to 1156 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the iesign of which s�iall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. �SUSKW attache to truss at Joint 5 with 4 -#10 sds. Refer to Aegis detail US2US-1. jop chord load applied at 0-0-0 oc via valley trusses above. AD CASE(S) Standard 7 ROOF TRUSS 13 11 I HN s 10:28:02 CITY (To15'1'6:2.6-5:6,9-1:2 I = 90 ). All Screws Are #12-14 T/3 i 1-9:2, 1-8:5, 2� :6, 2-8:9, 3-7:2, 4-6:6, 4-7:7 3-2-2 1-2-15 2-1-11 2-5-5 3-2-2 4-5-1 6-6-12 9-0-0 5.66 12 0 2 0 6 9 I 2 T 5 9 6 Co1 E (TiD S WEBS REW CITY 6-4:6, 7' 2-8-7 51 2-8-7 23-2-2 4-5-1 :6, 7-3:10, 7-4:7, 8-1:5, 8-2:9 1 K 4-6-15 9-0-0 Truss weight = 54 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft REW VALUE. (#12-14 T/3) TOLL 20.0 Code TC 0.65 Vert(LL) 0.05 8-9 5 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.48 Vert(TL) 0.04 8-9 999 5401b 073 6561b BELL 0.0 WB 0.30 Horz(TL) 0 6 n/a 0 6621b BGDL 10.0 (Matrix) Mi ngth / deft = 2 # STEEL SECTION YQING TOP CHORD 35 U D 035 50 *Except* CHORD eathed or 2-0-0 on center purlin spacing 1-5 W1 02 USWD 035 50, W8 362 USWD 035 50 BIORD 4-0-0 on center bracing 9-6 BOT CHORD 35 U D 035 50 WEBS BS 362 1 iSWD 035 50 REACTIONS at/Size/material)6/0-4-0/USKW, 8/0-11-5/CMU Max Down 6=1375(load case 3), 8=1252(load case 3) Max L plift 6=-105(load case 2), 8=-294(load case 2) FORCES (lb) Max. 11ompression Force TOP CHORD 1-9=-499, 1-2=-1206, 2-3=-1715, 3-4=-1675, 4-5=-166, 5-6=-135 BO,T CHORD 8-9= J, 7-8=-361, 6-7=-118 WEBS 1-8=,,65, 2-8=-2153, 2-7=-454, 3-7=-186, 4-7=-937, 4-6=-1433 1) T his truss design d with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 I Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 38.56 sq. ft., 0.6 DL applied. The Left End 2) hY ertical and Righ End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. orizontal load a Vied to this truss resulting from the standard wind load, equal to 1156 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which s all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) or truss to truss connection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). 4) 5USKW attache, to truss at Joint 6 with 4 410 sds. Refer to Aegis detail US2US-1. 5) toad case(s) 1, 2' 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Attach 35USGP 12" at location of tie-in trusses - See detail US2US-3B.1 7) Special connections required at joints 7, 8) Attach 35USGPX from 9 to 6 - See details US2US-5.1 9) USGP-X capacit iaexceeded special connections required at 7, 10). Top chord loadapplied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (p I* Vert: 1-2 '1140.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 8-9=-40.0, 7-8=-40.0, 6-7=-40.0 Concentrated Lo ds (lb) Vert: 7=1 68 2) Wind 1 C&C: Uniform Loads (p Vert: 1-2 36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 8-9=-24.0, 7-8=-24.0, 6-7=-24.0 Normal: 1'2=272.6, 2-3=272.6, 3-4=272.6, 4-5=272.6, 8-9=347.0 Concentrated Lo ds (lb) Vert: 7=- 01 3) Wind 2 C&C: Uniform Loads (p fl Vert: 1-2 36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 8-9=-24.0, 7-8=-24.0, 6-7=-24.0 Normal: 1'2=-96.7, 2-3=-96.7, 3-4=-96.7, 4-5=-96.7, 8-9=408.8 ;ontinued on page 2 16-32 s ROOF TRUSS 13 11 1 HN LOAD corI centrated Loads Vert:7=-250 4) Dead: Uniform Loads (plf) Vert: 1-2=-6( Concentrated Loads Vert: 7=871 2-3=-60.0, 34=-60.0, 4-5=-60.0, 8-9=-40.0, 7-8=-40.0, 6-7=-40.0 ;t s` �a r y ._ts 7 ROOF TRUSS 1 1 HN1 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1.0:28:02 2008 Page 1 1 QTY (Total :H 29). All Screws Are #12-14 T13 i 1-6:2, 3-4 2, 4-3:5, 6-1:2 1-5:2, 2-4 6, 2-5:2 O T 3-0-8 3-0-8 3-0-8 6-1-0 X,RRF1 -,5- TZK 1 SCEW W QTY BS 4.2:5, 5-1,2, 5-2:2 3-0-8 6-1-0 Truss wei ht = 31 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) VALUE. (#12-14 Tl3) TCLL 20.0 Code TC 0.58 Vert(LL) 0.01 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.21 Vert(TL) 0(locl/dSCREW 057 5401b 073 6561b BCL� 0.0 WB 0.13 Horz(T -0. 01/a 097 6621b BCDL 10.0 (Matrix) in Le h / LL d # i STEEL SECTION ACI CHORD 35 USQ 035 50 'Except' CHORD Sheathed 1-3 ViP 36P USWD035 50, W5 362 USWD 035 50 W135 ZI T CHORD 4-0-0 on center bracing 6-4 CHORD 50 WEBS 362 USWD 035 50 1 11 :TIONS Qt/size/material)6/0-8-8/LGF, 4/0 4-OIUSKW Max Doyen 6=520(load case 1), 4=632(load case 3) Max Uplift 6=-207(load case 2), 4=-1110(load case 2) :ES (lb) Max. C ,mpression Force CHORD 1-6=4V2, 1-2=-366, 2-3=-198, 3-4=-180 CHORD 5-6=-7�98, 4-5=-704 S 1-5=0,,2-5=-46. 2-4=-568 1) T is truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed B ilding, I = 1.00 , IKz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using atop chord tributary area of 25.65 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load ap�Iied to this truss resulting from the standard wind load, equal to 798 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the dgsign of which shill be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections 3) 3gUSKW attached 'to truss at Joint 4 with 5 410 sds. Refer to Aegis detail US2US-1. 4) Top chord load applied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stagpard 0710017 2) 3) QTY (Total ='j109 ). All Screws Are #12-14 T/3 3 1-11:2, 6-�2, 7-6:4, 11-1:2 1-10:6, 2-9:8, 2-10:6, 3-8:10, 3-9:6, 4-8:3, 5-7:3, 5-8:3 11 2-7-13 1-5_ 10 4- 111 2-7-13 4-1-7 ,I I E 6 ) 1'1 2-7-13 2-7-13 SCREW QTy )ING (psf) 20.0 15.0 0.0 10.0 :L SECTION CHORD 351 W1 f-HORD 351 i 362 W5 SPACING Code 10 9 ;r Truss Type Qty Ply Truss ROOF TRUSS 2 1 FIR 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mo 4-2-4 2-5-9 2-9-3 8-3-11 10-9-4 13-6-7 3.54 V2 2-8-7 4-1-7 C d �[ :8, 9-3:15, 10-1:6, 10-2:6 �'i 1� 4-0-0 CSI TIC 0.82 FBC/AISI BC 0.36 WB 0.57 (Matrix) 8 4-2-4 1 13-6-7 DEFL (in) (too) I/deft Vert(LL) 0.10 11 >963 Vert(THorz(T) 0.01 1 r Horz(TL) 0.01 7 n/a Min Length / 0 Page 1 T2K 7 Truss weight = 84 Ibs IEW VALUE. (#12-14 T/3) 2561b 046 4501b 5401b 073 6561b 6621b 046 50 *Except* HOF�I(hed or 2-0-0 on center purlin spacing 1-6 USWD 035 50, W10 362 USWD 035 50 CHORD 0 on center bracing 11-7 03550 VD 035 50 *Except* USWD 057 50 TIONS Ot/size/r�iaterial)7/0-4-0/USKW, 9/2-9-15/CMU Max Do n 7=832(load case 3), 9=1951(load case 1) Max Up !ft 7=-863(load case 2), 9=-3794(load case 2) ES (lb) Max. COlmpression Force :HORD 1-11= 17, 1-2=-1280, 2-3=-2760, 3-4=-715, 4-5=-818, 5-6=-107, 6-7=-149 :HORD 10-111r1, 9-10=-425, 8-9=-904, 7-8= 469 i 1-10=-430, 2-10=-1399, 2-9=-611, 3-9=-1383, 3-8=-2555, 4-8=-516, 5-8=-183, 5-7=-791 truss designeo with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed ding, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 63.64 sq. ft., 0.6 DL applied. The Left End `.ical and Right Pd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. zontal load applied to this truss resulting from the standard wind load, equal to 1029 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the gn of which sho'll be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. truss to truss connection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) slegated to thelbuilding designer. SKW attachedi,to truss at Joint 7 with 4 410 sds. Refer to Aegis detail US2US-1. d case(s) 1, 2, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of truss. ch 35USGP x 12" at location of tie-in trusses - See detail US2US-3B.1 ch 35USGPX rom 11 to 7 -See details US2US-5.1 chord load applied at 0-0-0 oc via valley trusses above. CASE(S) orm Loads (pl Vert: 1-2= 140.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 5-6=-140.0, 10-11=-40.0, 9-10=40.0, 8-9=-40.0, 7-8=-40.0 centrated Loads (lb) Vert: 10=- 61 8=94 d 1 C&C: arm Loads (pl� Vert: 1-2436.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 10-11=-24.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0 Normal: lj, =253.9, 2-3=253.9, 3-4=253.9, 4-5=253.9, 5-6=253.9, 10-11=347.0 centrated Loads (lb) Vert: 10= b4 8=520 d 2 C&C: orm Loads (plj Vert: 1-2=136.0. 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 10-11=-24.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0 Normal: 12=-89.2, 2-3=-89.2, 3-4=-89.2, 4-5=-89.2, 5-6=-89.2, 10-11=408.8 ad on page 2 11 0710017 ROOFTRUSS 2 1 HR s Seo 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1 LOAD CASE(S) Concentrated Loads (lb) Vert:10=70 8=520 4) Dead: Uniform Loads (plf) Vert: 1-2=-6 .0, 2-3=-60.0, 3-4=-60.0, 4-5=-60.0, 5-6=-60.0, 10-11=-40.0, 9-10=-40.0, 8-9=-40.0, 7-8=-40.0 loncentrated Load (lb) I Vert:10=-1 8=52 t '* �S rs, tiYJ i 0710017 s Truss Type Qty Ply Truss ROOF TRUSS 1 1 HR1 SCREW QTY (Total 4182 ). All Screws Are #12-14 T/3 CHORDS 1-8:3, 4-5:2, 5-4:4, 8-1:3 WEBS 1-7:9, 2-6: , 2-7:9, 3-5:5, 3-6:4 4-1-7 3-1-12 3-5-6 4-1-7 7-3-3 10-8-8 ' 4 - 1 3.54 12 � 3 � 56 \ a, 2 6 C) \`` \ © 0 ob 1 � 7 6 5 2-8-7 1-5-0 1 3-1-12 3-5-6 2-8-7 4-1-7 7-3-3 10-8-8 SCREW QTY C4.� WEBS 5-3:5, 6-2' , 6-3:4, 7-1:9, 7-2:13 Truss weight = 48 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/dg C VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.80 Vert(LL) 0.12 > 035 lb 046 4501b TCDL 15.0 FBC/AISI BC 0.79 Vert(TL) 0.11 08 > 3 057 5401b 073 6561b BCLL 0.0 WB 0.27 Horz 0.01 5 n 097 6621b BCDL 10.0 (Matrix) in L gth / LL d ' = 24 # I STEEL SECTION RA G TOP CHORD 35 USD 046 50 *Except* Sheathed or 2-0-0 on center purlin spacing 1-4 W1 36 USWD 035 50, W7 362 USWD 035 50 CHORD 4-0-0 on center bracing 8-5 BOT CHORD 35 USb 035 50 WEBS 362 USWD 035 50 REACTIONS at/sizell 7/2-9-15/CMU Max Doyen 5=900(load case 3), 7=1514(load case 1) Max Uplift 5=-250(load case 2), 7=-3293(load case 2) FORCES (lb) Max. Compression Force TOP CHORD 1-8=-642, 1-2=-2226, 2-3=-831, 3-4=-144, 4-5=-199 BOT CHORD 7-8=-1IJ 6-7=-663, 5-6=0 WEBS 1-7=-657, 2-7=-1238, 2-6=-1405, 3-6=-299, 3-5=-1160 1 NOTES 1) This truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 43.43 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. lied to this truss resulting from the standard wind load, equal to 853 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the 2) Horizontal load app design of which s �II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 35USKW attache to truss at Joint 5 with 4 -#10 sds. Refer to Aegis detail US2US-1. 4) Top chord load ap lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Sta idard i l i I 0710017 6-32 s Truss Type �Qty Ply �Trus ROOF TRUSS 1 2 K1G SCREW CITY (Total 649 ). All Screws Are #12-14 T/3 CHORDS 1-2:2, 8-7�111 9. 8-9:9, 10-11:2. 11-10:29 WEBS 2-17:19, 2r,18:14. 3-16:6, 3-17:7, 4-15:5, 4-16:4, 5-14:4. 5-15:3, 6-13:21, 6-14:21, 7-13:2, 8-12:21, 8-13:26, 9-11:30, 9-12:27 a 2-6-0 4-1-9 4-1-9 4-1-9 4-1-9 1 3-7-4 1-4-8 2-7-8 2-11-12 2-6-0 6-7-9 10-9-2 14-10-11 19-0-4 22-7-8 24-0-0 26-7-8 29-7-4 525USAZ73x10 8 .97 10 1I 4.50 IF112 EMBrch ?LATE 1 WELID 5M LA" ICUT 3, D073x618 17 16 15 7 0 14 13 s E Sev FIAT£ l V4£L-0 12 1.1 SEE 1* k"w'r 2-0-0 0 6 0 4-1-9 4-1-9 1 4-1-9 4-1-9 3-7-4 4-0-0 2-11-12 2-0-0 2-6-0 6-7-9 10-9-2 14-10-11 19-0-4 22-7-8 26-7-8 29-7-4 SCREW CITY CHORDS 1-18:4 WEBS 11-9:17. 12-8:21. 12-9:13, 13-6:10, 13-7:7, 13-8:1 Truss weight = 618 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft W VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.96 Vert(LL) 0.52 14-15 >626 046 4501bTCDL 15.0 FBC/AISI BC 0.83 Vert(TL) 0.42 14-15 >7 q356lb 401b 073 6561b BCLL 0.0 WB 0.90 Horz(TL) -0.09 11 a 621b BCDL 10.0 (Matrix) Min Length / LL� IM4 # STEEL SECTION TOP CHORD 35 USD 035 50 *Except* W16 6,Q USWD 035 50 BOT CHORD 55 US057 50 WEBS 362 U^§WD 035 50 *Except* W2 60, USWD 057 50, W9 362 USWD 057 50, W10 362 US 057 W12 3�t2 USWD 046 50, W14 362 USWD 073 50 W15 60 USWD 046 50 I REACTIONS Qt/size/ aterial)11/0-7-4/CMU, 18/1-0-0/CMU Max D n 1 1=1 1708(load case 1), 18=6751(load case 1) Max U . ift 11=-14622(load case 2), 18=-8309(load case 2) "W"d or 1-9-9 on center purlin spacing 1-8, 8-10 on on center bracing 1-11 (2)600 CSJ 20ga 33 6-14 Attach to both web flanges of both plies, full length, w/10412-14 at 12" cc (2)600 CSJ 20ga 33 6-13 Attach to both web flanges of both plies, full length, w/8412-14 at 12" cc (2)600 CSJ 20ga 33 8-13 Attach to both web flanges of both plies, full length, w/15412-14 at 12" cc (2)600 CSJ 20ga 33 8-12 Attach to both web flanges of both plies, full length, w/16412-14 at 12" cc (2)600 CSJ 20ga 33 9-12 Attach to both web flanges of both plies, full length, w/11412-14 at 12" cc (2)600 CSJ 20ga 33 9-11 Attach to both web flanges of both plies, full length, w/14412-14 at 12" cc FORCES (lb) Max. Cj''?mpression Force TOP CHORD 1-2=4d9, 2-3=-9169, 3-19=-11290, 4-19=-11195, 4-5=-11702, 5-20=-11400, 6-20=-11217, 6-7=-7728, 7-8=-7546, 8-9=-3400, 9-10=-8, 10-11=-172 BOT CHORD 1-18= 15, 17-18=-1641, 16-17=-10802, 15-16=-13163, 14-15=-13846, 13-14=-13791, 12-13=-7183, 11-12=-4271 WEBS 2-18=46043, 2-17=-9556, 3-17=-2615, 3-16=-2948, 4-16=-1147, 4-15=-2310, 5-15=-43, 5-14=-1981, 6-14=-10297, 6-13=-7973, 7-13=-696, 8-13=-13229, 8-12=-8161 * 9-12-H-1 3754, 9-11 =-1 2065 NOTES 1) 2 ;ply truss to be c pnected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords Gornected with 1 row at 12 inches on center. 2) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 3.3.8 ft., Exposureiategory C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a to chord tributary area of 287.22 sq. ft., 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load ap lied to this truss resulting from the standard wind load, equal to 1832 Ibs, has been considered to be resisted by the diaphragm an �or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) Special connecti �n(s) required to support concentrated load(s) at joint(s) 14. S) Provide adequate drainage to prevent water ponding. 6) Load case(s) 1, 2, 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Attach 5.5USGP 12" at location of tie-in trusses - See detail US2US-4B.1 B) Top chord load applied at 0-0-0 cc via valley trusses above. LOAD CASE(S) 1) Live: i ,ontinued on page 2 071ob17 ROOF TRUSS 1 2 1 K1G s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 1 2 LOAD CASE(S) Uniform Loads (pl Vert: 1-2= 17-18=-4C Concentrated Loa Vert: 14=- 2) Wind 1 C&C: Uniform Loads (pl Vert:1-2= 16-17=-24 Normal: 1. Concentrated Loa Vert: 14=1 3) Wind 2 C&C: Uniform Loads (pl Vert:1-2= 16-17=-24 Normal: 1- Concentrated Loa Vert: 14=1 4) Dead: Uniform Loads (pll Vert: 1-2= 16-17=-40 Concentrated Loa, Vert: 14=-. 0.0, 2-3=-140.0, 3-19=-140.0, 4-19=-140.0, 4-5=-140.0, 5-20=-140.0, 6-20=-140.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 9-10=-140.0, 1-18=40.0, 16-17=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-40.0, 12-13=-40.0, 11-12=40.0 (lb) i4 13=-2875 12=-2875 .0, 2-3=-36.0, 3-19=-36.0, 4-19=-36.0, 4-5=-36.0, 5-20=-36.0, 6-20=-36.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36:0, 9-10=-36.0, 1-18=-24.0, 17-18=-24.0, 15-16=-24.0, 14-15=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0 237.1, 2-3=237.1, 3-19=237.1, 4-19=168.3, 4-5=168.3, 5-20=168.3, 6-20=237.1, 6-7=237.1, 7-8=237.1, 8-9=219.9, 9-10=219.9, 1-18=347.0 ;lb) ?9 13=3458 12=3458 0, 2-3=-36.0, 3-19=-36.0, 4-19=-36.0, 4-5=-36.0, 5-20=-36.0, 6-20=-36.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 9-10=-36.0, 1-18=-24.0, 17-18=-24.0, 15-16=-24.0, 14-15=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0 82.5, 2-3=-82.5, 3-19=-82.5, 4-19=-82.5, 4-5=-82.5, 5-20=-82.5, 6-20=-82.5, 6-7=-82.5, 7-8=-82.5, 8-9=-65.3, 9-10=-65.3, 1-18=322.9 Ib) ?9 13=3458 12=3458 ,0, 2-3=-60.0, 3-19=-60.0, 4-19=-60.0, 4-5=-60.0, 5-20=-60.0, 6-20=-60.0, 6-7=-60.0, 7-8=-60.0, 8-9=-60.0, 9-10=-60.0, 1-18=-40.0, 17-18=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-40.0, 12-13=-40.0, 11-12=-40.0 :lb) 0 13=-1597 12=-1597 0710017 s ROOF TRUSS 11 11 1 K2 a QTY (Total) 152). All Screws Are #12-14 T/3 i 1-12:2, %:3, 5-6:2, 6-7:2, 7-6:10, 12-1:2 1-11:3, 2 i10:7, 2-11:11, 3-9:4, 3-10:3. 4-8:4, 4-9:3, 5-7:9, 5-8:7 1 2-6-0 7-2-0 7-2-0 2-6-0 9-8-0 16-10-0 0 co M QTY 7-5 DING (psf) 20.0 15.0 0.0 10.0 ?L SECTION CHORD 351 W1 CHORD 351 S 362 W4 Max U FORCES (lb) Max. C TOP CHORD 1-12= BOT CHORD 11-12 WEBS 1-11= NOTES 1) This truss designe Building, I = 1.00 , Vertical and Right 2) Horizontal load ap design of which st 3) Provide adequate 4) Top chord load ap LOAD CASE(S) Stai I I i 7-2-0 5-7-4 24-0-0 29-7-4 325US99073x10 1 12 11 QC3K 10 9 8 7 C?vK 2-0-0 0 6 0 7-2-0 7-2-0 7-2-0 5-7-4 2-0-0 2-6-0 9-8-0 16-10-0 24-0-0 29-7-4 8-5:7. 9-3:4. 9-4:3, 10-2:12, 10-3:3, 11-1:3, 11-2:12 is Truss weight = 180 Ibs SPACING 4-0-0 CSI DEFL (in) (loc) I/d Code TC 0.99 Vert(LL) 0.20 9-10 > FBC/AISI BC 0.90 Vert(TL) -0.19 99 WB 0.77 Horz(T -0.0 7 /a (Matrix) Mira th / L efl = 240 W VALUE. (#12-14 T/3) 03 561b 046 4501b 05 Olb 073 6561b 097 6621b 057 50 'Except' WE RD Sheathed or 2-0-0 on center purlin spacing 1-5, 5-6 USWD 035 50, T2 35 USD 035 50, W11 60 USWD 0RD 4-0-0 on center bracing 12-7 03550 362CSJ 20ga 33 5-7 Attach to back of member full length w/5412-14 ND 035 50 'Except' sds at each end and 12" oc along length USWD 046 50, W8 60 USWD 073 50, W9 362 USWD 046 50 aterial)7/0-7-4/CMU, 11/1-0-0/CMU ,n 7=2398(load case 1), 11=2858(load case 1) t 7=-2398(load case 2), 11=-2943(load case 2) npression Force 39, 1-2=-757, 2-13=-3634, 3-13=-3316, 3-14=-2853, 4-14=-2536, 4-5=-1396, 5-6=-8, 6-7=-375 , 10-11=-1460, 9-10=-3267, 8-9=-2560, 7-8=-1112 2-11=-2603, 2-10=-1837, 3-10=-287, 3-9=-966, 4-9=-238, 4-8=-1 928, 5-8=-1 176, 5-7=-2235 with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 287.22 sq. ft., 0.6 DL applied. The Left End rid Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 1952 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ainage to prevent water ponding. ed at 0-0-0 oc via valley trusses above. Job 0710017 s Truss Type Qty Ply ITr ROOF TRUSS 1 1 K3 2008 Paae1 SCREW QTY (Total = 154). All Screws Are #12-14 T/3 CHORDS 1-13:2, 51:3, 5-6:2, 6-8:6, 8-6:13, 13-1:2 WEBS 1-12:3, 111:7, 2-12:11, 3-10:4, 3-11:2, 4-9:4, 4-10:3, 5-8:9, 5-9:4 �_ -6-0 , 7-2-0 7-2-0 7-2-0 5-7-4 , 2-0-12 , 2-6-0 9-8-0 16-10-0 24-0-0 29-7-4 31-8-0 325USM073x10 A I z 7 W4 3 4 3 .".8 9 ;I 0 13 12G3K 11 10 9 8 C�K 2-0-00 6 0 2-0 7-2-0 7-2-0 7 2-0-02-6-0 9-8-0 16-10-0 24-0-0 SCREW QTY WEBS 8-5:9, 9 :8, 9-5:7, 10-3:4, 10-4:3, 11-2:12, 11-3:2, 12-1:3, 12-2:12 Truss weight = 188 Ibs I LOADING (psf) SPACING 4-0-0 CSI FL ) (lo SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0. ) 0. 1 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0. V T -0.19 10-11 >999 057 5401b 073 6561b BCLL 0.0 WB 0.1rik -0.08 8 n/a 097 6621b BCDL 10.0 (Matrix)'Mn Length / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 35 USD 057 50 'Except' TOP CHORD Sheathed or 2-0-0 on center purlin spacing 1-5, 5-7 W1 3 Z USWD 035 50, W11 60 USWD 035 50 BOT CHORD 4-0-0 on center bracing 13-8 BOT CHORD 35 UqD 035 50 WEBS 362CSJ 20ga 33 5-8 Attach to back of member full length w/5-#12-14 WEBS 362 USWD 035 50 *Except* sds at each end and 12" oc along length W4 36 USWD 046 50, W8 60 USWD 073 50, W9 362 USWD 046 50 REACTIONS QUsize)l aterial)8/0-7-4/CMU, 12/1-0-0/CMU Max D8=2736(load case 1), 12=2844(load case 1) Max U hilt 8=-3217(load case 2), 12=-2914(load case 2) iFORCES (lb) Max. qmpression Force TOP CHORD 1-13=b69, 1-2=-759, 2-14=-3607, 3-14=-3290, 3-15=-2821, 4-15=-2504, 4-5=-1362, 5-6=0, 6-7=0, 6-8=-768 BOT CHORD 12-13r0, 11-12=-1444, 10-11=-3202, 9-10=-2484, 8-9=-1031 WEIBS 1-12=(., 2-12=-2589, 2-11=-1787, 3-11=-282, 3-10=-958, 4-10=-243, 4-9=-1938, 5-9=-1180, 5-8=-2171 NOTES 1) This truss has bee designed for unbalanced loading conditions. 2) This truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , �� = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 334.26 sq. ft., 0.6 OL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 1937 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) Provide adequate Drainage to prevent water ponding. 5) Top chord load ap ked at 0-0-0 oc via valley trusses above. LOAD CASE(S) Sta Bard I Job St.Lucie Oaks Commercial Center I Truss Type Qty I Ply I Truss 0710I 17 ROOF TRUSS 1 1 1 1 1 K4 TheMonarch Compapy 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC 0:29:40 SCREW QTY (Totall, 174). All Screws Are #12-14 T/3 CHORDS 1-13:2, 5 .31 5-6:2, 6-8:6, 8-6:13, 13-1:2 WEBS 1-12:3, 21I11:7, 2-12:11, 3-10:4, 3-11:2. 4-9:8, 4-10:3, 5-8:9, 5-9:4 . 2-6-0 7-2-0 7-2-0 7-2-0 5-7-4 2-0-12 2-6-0 9-8-0 16-10-0 24-0-0 29-7-4 31-8-0 r' SCREW CITY LOADING (psf) TCL'L 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 STEEL SECTION TO i CHORD 351 W1 BOT CHORD 351 WEBS 362 W4 I REACTIONS Qt/sizei Max Di Max UI FORCES (lb) Max. C TOP CHORD 1-13= BOT CHORD 12-13 WEBS 1-12= NOTES 1) This truss has bee 2) This truss designe Building, I = 1.00 , Vertical and Right 3) Horizontal load ap design of which st 4) Provide adequate 5) Tjp chord load ap LOAD CASE(S) Stai 325USM073x10 2-0-00 6 0 7-2-0 7-2-0 7-2-0 1 5-7-4 2-0-02-6-0 9-8-0 16-10-0 24-0-0 29-7-4 9-5:7. 10-3:4, 10-4:3, 11-2:12, 11-3:2, 12-1:3, 12-2:12 — Truss SPACING 4-0-0 Code FBC/AISI 057 50 'Except* USWD 035 50, W11 60 USWD 035 50 03550 VD 035 50 `Except* USWD 046 50, W9 362 USWD 046 50 CSI TC 0.95 BC 0.88 WB 0.76 (Matrix) DEFL (in) (loc) I/deft Vert(LL) 0.21 10-11 > 99 Vert(TL) -0.21 1 - 1 99 Horz(TL) -0.0 n/a Min Length / L!_ eft = 24 - r = 174 Ibs ;EW VALUE. (#12-14 T/3) 2561b 046 4501b 5401b 073 6561b RD Shed or 2-0-0 on center purlin spacing 1-5, 5-7 RD 4-0-0 on center bracing 13-8 362CSJ 20ga 33 4-9 Attach to back of member full length w/4412-14 sds at each end and 12" oc along length 362CSJ 20ga 33 5-8 Attach to back of member full length w/5412-14 sds at each end and 12" oc along length aterial)8/0-7-4/CMU, 12/1-0-0/CMU n 8=2736(load case 1), 12=2844(load case 1) t 8=-3217(load case 2), 12=-2914(load case 2) npression Force 70, 1-2=-758, 2-14=-3609, 3-14=-3291, 3-15=-2818, 4-15=-2501, 4-5=-1 363, 5-6=0, 6-7=0, 6-8=-768 , 11-12=-1442, 10-11=-3203, 9-10=-2480, 8-9=-1032 2-12=-2590, 2-11=-1790, 3-11=-280, 3-1 0=-963, 4-1 0=-242, 4-9=-1 932, 5-9=-1 181. 5-8=-2173 designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 334.26 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 1937 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ainage to prevent water ponding. ed at 0-0-0 oc via valley trusses above. 0710017 Truss Type Qty Ply TrL ROOF TRUSS 1 1 K5 s Page 1 QTY (Toti l = 144). All Screws Are #12-14 T/3 i 1-13:2, j 4:5, 5-6:4, 7-9:6, 9-7:13, 13-1:2 1-12:3, -12:5, 3-11:2, 3-12:8, 4-10:7, 4-11:3, 5-10:2, 6-9:9, 6-10:4 I 2-6-0 5-10-0 5-10-0 5-10-0 4-7-13 4-11-7 2-0-12 2-6-0 8-4-0 14-2-0 20-0-0 24-7-13 29-7-4 31-8-0 0 CV 00 ,I 325US4P073x10 13 1 11 10 jC�:4K c4 K 2-0-00 6i0 8-9-0 8-9-0 9-7-4 r� 2-0-02-6-0 11-3-0 20-0-0 29-7-4 CITY 9-6:9, 1 ,-4:7, 10-5:2, 10-6:4, 11-3:2, 11-4:3, 12-1:3, 12-2:13, 12-3:8 i (pst) I SPACING 4-0-0 CSI DEFL 90.0 Code TC 0.94 Vert(LL) 15.0 FBC/AISI BC 0.74 Vert(TQ 0.0 WB 0.96 Horz(TL) 10.0 (Matrix) Min Ler�c STEEL SECTION TOP CHORD 35 U: W12 BOT CHORD 35 UI WEBS 3621 W42 RE�CTIONS Qt/size Max D Max U FORCES (lb) Max. ( TOP CHORD 1-13= BO,TCHORD 12-1- WEBS 1-12= NOTES 1) This truss design( Building, I = 1.00 Vertical and Right 2) Horizontal load aF �esign of which sl 3) Provide adequate 4) Top chord load a{ LOAD CASE(S) Sta (in) (loc) I/deft 0.19 10-11 >99a 8 -0.21 9-10 �3 / LLCd&fl = Truss weight = 174 Ibs VALUE. (#12-14 T/3) b 046 4501b b 073 6561b 046 50 *Except* bRD e3ft ed or 2-0-0 on center purlin spacing 1-5, 5-8 USWD 035 50, T2 35 USD 057 50, W11 60 USWD 50\VO , D 4-0-0 on center bracing 13-9 04650 362CSJ 20ga 33 6-9 Attach to back of member full length w/5412-14 ND 035 50 *Except* sds at each end and 12" oc along length USWD 073 50, W9 362 USWD 046 50 aterial)9/0-7-4/CMU, 12/1-0-0/CMU n 9=2736(load case 1), 12=2844(load case 1) t 9=-3194(load case 2), 12=-3144(load case 2) npression Force 37, 1-2=-717, 2-14=-926, 3-14=-851, 3-15=-3348, 4-15=-3093, 4-5=-2164, 5-6=-1866, 6-7=0, 7-8=0, 7-9=-675 11 -1 2=-3413, 10-11 =-2994, 9-1 0=-1 148 2-12=-767, 3-12=-3433, 3-11=-353, 4-11=-195, 4-10=-1301, 5-10=0, 6-10=-1334, 6-9=-2226 with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 334.26 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 1684 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 'ainage to prevent water ponding. ied at 0-0-0 oc via valley trusses above. 0017 II ROOF TRUSS 1 1 1 K6 Monarch Com0briv 7.16-32 s Sep 25 2007 Aegis Metal Framing, LI CITY (Total = 168 ). All Screws Are #12-14 T/3 3 1-13:2, t 3:5, 4-5:4, 6-8:8, 8-6:13, 13-1:2 1-12:3, -11:6, 2-12:12, 3-10:5, 3-11:3, 4-9:4, 4-10:3, 5-9:6, 6-9:11 2-6-0 6-9-0 6-9-0 6-7-13 6-11-7 2-0-12 2-6-0 9-3-0 16-0-0 22-7-13 29-7-4 31-8-0 %I I 0 0 0 :I CITY 4.50 F12 3251JS,n073x10 13 12 11 10 9 8 c4K c4 K 2-0-00T6T0 6-9-0 6-9-0 6-7-13 6-11-7 2-0-02-6-0 9-3-0 16-0-0 22-7-13 29-7-4 7 WEBS 9-4:4, 9 :6, 9-6:11, 10-3:5, 10-4:3, 11-2:13, 11-3:3, 12-1:3, 12-2:13 Truss weight = 172 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) "oc) III /d SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.86 Vert(LL) 0,21 10 > 035 2561b 046 4501b TCDL 15.0 i FBC/AISI BC 0.99 Vert(TL) -0.18 1 -11 057 5401b 073 6561b BCLL 0.0 WB 0.98 Horz(TL) 7 8 097 6621b BCbL 10.0 (Matrix) -16 in Le h / LL d = 24 # ST EL SECTION BRA TOP CHORD 35 U D 073 50 *Except* OP C Sheathed or 2-0-0 on center purlin spacing 1-4, 4-7 W1 6 USWD 035 50, T2 35 USD 057 50, W11 60f T CHORD 4-0-0 on center bracing 13-8 BOT CHORD 35 U D 035 50 NV EBS 362CSJ 20ga 33 6-9 Attach to back of member full length w/6-#12-14 WEBS 362 L SWD 035 50 *Except* sds at each end and 12" oc along length W4 3 2 USWD 057 50 I 1) 2) 3) 5) 3TIONS 011size, aterial)8/0-7-4/CMU, 1211-0-0/CMU Max Di wn 8=2738(load case 1), 12=2825(load case 1) Max U lift 8=-3159(load case 2), 12=-3336(load case 2) 'ES (lb) Max. mpression Force CHORD 1-13=�52, 1-2=-658, 2-3=-3623, 3-4=-2869, 4-5=-1972, 5-6=-1972, 6-7=0, 6-8=-2628 CHORD 12-13, 0, 11-12=-902, 10-11=-3672, 9-10=-2570, 8-9=-1 S 1-12=3, 2-12=-2580, 2-11=-2822, 3-11=-348, 3-10=-977, 4-10=-493, 4-9=-801, 5-9=-1072, 6-9=-2594 his truss has bee' designed for unbalanced loading conditions. his truss designE with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed uilding, I = 1.00 , kz = 1.01 , Kd = 0.85 , Kzt =1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 334.26 sq. ft., 0.6 DL applied. The Left End ertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. orizontal load ap Illied to this truss resulting from the standard wind load, equal to 1425 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the Dsign of which sh 11 be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. rovide adequate rainage to prevent water ponding. op chord load ap ilied at 0-0-0 oc via valley trusses above. ,D CASE(S) Stagpard Job' St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 07110017 ROOF TRUSS 1 1 K7 The Monarch Comp iny 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:29:45 2008 Page 1 SCREW QTY (Total = 128 ). All Screws Are 912-14 T/3 CHORDS 1-13:2, '-3:13, 4-5:6, 7-9:6, 9-7:12, 13-1:2 WEBS 1-12:4, i2-12:4, 3-11:2, 3-12:14, 4-11:2, 5-10:5, 5-11:2, 6-9:6, 6-10:5 2-6-0 4-9-0 4-9-0 5-9-3 5-9-3 6-0-13 2-0-12 2-6-0 7-3-0 12-0-0 17-9-3 23-6-7 29-74 31-8-0 I I 0 N L 1I 4.50 Fl.2 325US JD073x10 13 12 11 10 C�K C4� ' 2-0-00 0 9-6-0 8-7-13 8-11-7 2-6-0 12-0-0 20-7-13 29-7-4 SCREW CITY I2 WEBS 9-6:7, 10-5:5, 10-6:5, 11-3:2, 11-4:2, 11-5:2, 12-1:4, 12-2:8, 12-3:8 Truss weight= 160 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl REW VALUE. (#12-14 T/3) TOLL 20.0 Code TC 0.99 Vert(LL) 0.20 10-11 >999 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.75 Vert(TL) -0.18 9-10 >999 5401b 073 6561b BCLL 0.0 WB 0.99 )NJ7 Horz(TL) -0.09 9 6621b BCi IbL 10.0 (Matrix) Min Length / ILL deft = 2 # STEEL SECTION BR CING TOP CHORD 35 U 035 50 'Except- D CHOfShe-0 a on center purlin spacing 1-4, 4-8 W1 311b 2 USWD 035 50, T2 35 USD 057 50, W11 60 USWD 035 5 HOn center bracing 13-9 BOT CHORD 35 U 046 50 WEBS 362 USWD 035 50 *Except* W3 3I I2 USWD 046 50, W4 362 USWD 057 50, W10 362 0 REACTIONS at/size/material)9/0-7-4/CMU, 12/1-0-0/CMU Max Dwn 9=2736(load case 1), 12=2844(load case 1) Max U 'lift 9=-2962(load case 2), 12=-3392(load case 2) FORCES (Ib) Max. 0ompression Force F CHORD -1, 35-14=-2856, 6-14=-2856, 6-7=0, 7-8=0, 7-9=-735 112= BO CHORD 113 W�BS 1-12=5, 0 6 13205, - 81=11-2990, 9345, 10=49363006, 2-12=-614, 3-12=-3438, 3-11=-253, 4-11=-169, 5-11=-327, 5-10=-789, 6-10=-910, 6-9=-2903 NOTES 1) This truss designE Building, I = 1.00 , Vertical and Right 2) F{orizontal load ap design of which st 3) Provide adequate 4) Top chord load ap LOAD CASE(S) Sta with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 334.26 sq. ft., 0.6 DL applied. The Left End rid Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 1078 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ainage to prevent water ponding. ad at 0-0-0 oc via valley trusses above. ROOF TRUSS 11 11 I K8G 28 10:29:49 2008 SCREW QTY (Total = 274 ). All Screws Are #12-14 T/3 CHORDS 1-19:2, (i-2:11, 3 4:15, 9-11:20, 11-9:20, 19-1:2 WEBS 1-18:3.-17:11, 2-18:11, 3-16:12, 3-17:3, 4-16:4, 5-14:5, 5-15:3, 5-16:3, 6-14:3, 7-12:10, 7-13:3, 7-14:12, 8-12:3, 9-12:15 2-6-0 5-6-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 1-7-4 , 2-0-12 , 2-6-0 8-0-0 12-0-0 16-0-0 20-0-0 24-0-0 28-0-0 29-7-4 31-8-0 *i i i 4.50 12 325USJD097x10 IN 19 18 17 16 15 14 13 2-0-OOT6T0 5-6-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 1-7-4 , 2-0-02-6-0 8-0-0 12-0-0 16-0-0 20-0-0 24-0-0 28-0-0 29-7-4 SCREW QTY WEBS 12-7:10, 2-8:3, 12-9:15, 13-7:3, 14-5:5, 14-6:3, 14-7:12, 15-5:3, 16-3:12, 16-4:4, 16-5:3, 17-2:11, 17-3:4, 18-1:3, 18-2:12 Truss weight= 200 Ibs I LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl ALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.92 Vert(LL) 0.49 15 >663 lb 046 4501b 15- TCDL 15.0 FBC/AISI BC 0.97 Vert(TL) 0.37 15 >8 4 073 6561b BOLL 0.0 WB 0.93 Horz(TL) -0.13 n )?57 BCDL 10.0 (Matrix) Min LengW LL de 240 J # SECTION CHORD 35 U D 057 50 *Except* W1 362 USWD 035 50, W17 60 USWD 035 50 CHORD 35 Udb 057 50 S 362 USWD 035 50 *Except* W3 362 USWD 046 50, W4 60 USWD 073 50, W14 362 USWD TO W16 60 USWD 035 50 QUsizerlmaterial)11/0-7-4/CMU, 18/1-0-0/CMU Max DQ-n 11=4161(load case 1), 18=4139(load case 1) Max Up'ift 11=-5114(load case 2), 18=-5161(load case 2) Sheafffe-d or 2-0-0 on center purlin spacing 1-3, 3-10 4-0-0 on center bracing 19-11 :ES (lb) Max. Compression Force CHORD 1-19=�316, 1-2=-584, 2-3=-5621, 3-4=-7020, 4-5=-7020, 5-6=-6833, 6-20=-6833, 7-20=-6833, 7-8=-1365, 8-9=-1365, 9-10=0, 9-11=-4062 CHORD 18-19 0, 17-18=-216; 16-17=-5532, 15-16=-8266, 14-15=-8266, 13-14=-5196, 12-13=-5196, 11-12=-5 S 1-18= 2-18=-3888, 2-17=-5464, 3-17=-455, 3-16=-2853, 4-16=-608, 5-16=-736, 5-15=-545, 5-14=-981, 6-14=-533, 7-14=-2853, 7-13=-606, 7-12=-4526, 8-12=-704, 9-12=, 709 1) This truss has bee 2) This truss designe Building, I = 1.00 , Vertical and Right 3) Horizontal load ap design of which st 4) For truss to truss c for other type load 5) Provide adequate 6) Load case(s) 1, 2, this truss. 7) Attach 35USGP x 8) Top chord load apj LOAD CASE(S) Star 1) Live: Uniform Loads (plf Vert: 1-2=- Vert: 17=4 1 C&C: m Loads (plf, Vert: 1-2=- 18-19=-24. Normal: 1-' 9-10=377.t designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 334.26 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 722 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required ). Design of connection(s) is delegated to the building designer. ainage to prevent water ponding. 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of at location of tie-in trusses - See detail US2US-3B.1 at 0-0-0 oc via valley trusses above. I Except: 0.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 5-6=-140.0, 6-20=-140.0, 7-20=-140.0, 7-8=-140.0, 8-9=-140.0, 18-19=-40.0, 17-18=-40.0, 16-17=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=40.0, 12-13=-40.0, 11-12=-40.0 (lb) r 16=-389 15=-389 14=-389 13=-389 12=-389 i.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-20=-36.0, 7-20=-36.0, 7-8=-36.0, 8-9=-36.0, 9-10=-36.0, 17-18=-24.0, 16-17=-24.0, 15-16=-24.0,14-15=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0 237.1, 2-3=237.1, 3-4=219.9, 4-5=219.9, 5-6=185.5, 6-20=185.5, 7-20=219.9, 7-8=219.9, 8-9=219.9, 18-19=347.0 on page 2 0710017 ROOF TRUSS 11 11 1 K8G s SeD 25 2007 2008 LOAD CASE(S) S Concentrated b Vert: 17 3) Wind 2 C&C: Uniform Loads Vert: 1 15-16=- •� Normal: Concentrated b Vert: 17 4)1)ead: Uniform Loads Vert: I, 15-16=-. Concentrated Lc Vert: 17 and Except: (lb) 16=653 15=653 14=653 13=653 12=653 ;.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-20=-36.0, 7-20=-36.0, 7-8=-36.0, 8-9=-36.0, 9-10=-36.0, 18-19=-24.0, 17-18=-24.0, 16-17=-24.0, 14-15=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0 -82.5, 2-3=-82.5, 3-4=-65.3, 4-5=-65.3, 5-6=-65.3, 6-20=-65.3, 7-20=-65.3, 7-8=-65.3, 8-9=-65.3, 9-10=210.4, 18-19=322.9 (lb) 16=653 15=653 14=653 13=653 12=653 i.0, 2-3=-60.0, 3-4=-60.0, 4-5=-60.0, 5-6=-60.0, 6-20=-60.0, 7-20=-60.0, 7-8=-60.0, 8-9=-60.0, 9-10=-60.0, 18-19=-40.0, 17-18=-40.0, 16-17=-40.0, 14-15=-40.0, 13-14=-40.0, 12-13=40.0, 11-12=40.0 (lb) ? 16=-216 15=-216 14=-216 13=-216 12=-216 S •':iF t . 0710017 11I 1 I ROOF TRUSS 11 11 I LG 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 16:28:00 2008 Page 1 IREW CITY (Total I= 338 ). All Screws Are #12-14 T/3 11ORDS 1-18:2, 4 3:17, 4-5:17, 6-5:17, 6-7:17, 9-10:2, 10-9:2, 18-1:2 BS 1-17:4, 16:13, 2-17:13, 3-15:9, 3-16:12, 4-14:5, 4-15:7, 5-14:2, 6-13:7, 6-14:5. 7-12:12, 7-13:9, 8-11:13, 8-12:13, 9-11:4 3-0-0 3-4-8 3-4-8 4-3-0 4-3-0 3-4-8 3-4-8 3-0-0 3-0-0 6-4-8 9-9-0 14-0-0 18-3-0 21-7-8 25-0-0 28-0-0 N oO 4 I' 5.00 F12 325US JD073x10 325USJD073x10 7 0 N. 0 18 17 16 15 14 13 12 1 10 (9?) C$� 2-0, 2-0�r 3-4-8 r 3-4-8 4-3-0 4-3-0 3-4-8 3-4-8 1-0-9 2-0-0 , 2-0-0 3-0-0 6-4-8 9-9-0 14-0-0 18-3-0 21-7-8 25-0-0 26-0-0 28-0-0 SCREW CITY WEBS 11-8:13, 11-9:4, 12-7:12, 12-8:13, 13-6:10, 13-7:9, 14-4:5, 14-5:2, 14-6:5, 15-3:9, 15-4:10, 16-2:13, 16-3:12, 17-1:4, 17-2 Truss weight = 190 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) floc) CREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.78 Vert(LL) 0. 4-1 >9 135 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.88 Vert(TL) >99 057 5401b 073 6561b BCLL 0.0 WB 0.99 (TL) - .05 1 097 6621b BCDL 10.0 (Matrix) rn-LengthTiLL defl 2 # STEEL SECTION ING TOPCHORD 35 USD 046 50 `Except' HORD Sheathed or 2-0-0 on center purlin spacing 1-4, 4-6, 6-9 W1 3 USWD 035 50, W17 362 USWD 035 50\\,TRAC CHORD 4-0-0 on center bracing 18-10 BOT CHORD 35 Uq'�" D 073 50 WEBS 362 USWD 035 50 `Except' W3 3t7 USWD 057 50, W4 362 USWD 046 50, W14 362 USWD 046 50 W15 362 USWD 057 50 REACTIONS (jt1sizeLaterial)17/2-0-0/CMU, 11/2-0-0/CMU Max Down 17=3839(load case 1), 11=3839(load easel) Max Ul'lift 17=-6560(load case 2), 11=-6560(load case 2) FOR, (lb) Max. U mpression Force TOP CHORD 1-18=[502, 1-2=-872, 2-3=-3480, 3-4=-4430, 4-5=-4595, 5-6=-4595, 6-7=-4430, 7-8=-3480, 8-9=-872, 9-10=-502 BOT CHORD 17-18 -0. 16-17=-196, 15-16=-4265, 14-15=-5915, 13-14=-5915, 12-13=-4265, 11-12=-181, 10-11=-0 WEBS 1-17==`�198, 2-17=-3517, 2-16=-5742, 3-16=-1613, 3-15=-2221, 4-15=-1718, 4-14=-1143, 5-14=-454, 6-14=-1143, 6-13=-1718, 7-13=-2221, 7-12=-1613, 8-12=-5742, 8-11=�3517, 9-11=-183 1) This truss has be( 2) This truss designE Building, I = 1.00 Vertical and Right 3) For truss to truss 4) Provide adequate 5) Load case(s) 1, 2, use of this truss. 6) Attach 35USGP 7) Special connectioi 8) iop chord load aF LOAD CASE(S) 1) Live: Uniform Loads (pl Vert: 1-2= 16-17=-4C Concentrated Loa i Vert:15=- 2) Wind 1 C&C: Yniform Loads (pl Vert: 1-2= 15-16=-24 Normal: 1- 14-15=46d Concentrated Loa Vert:15=2 designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 258.53 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type Ioad(s). ainage to prevent water ponding. , 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended 2" at location of tie-in trusses - See detail US2US-313.1 required at joints 13, 15, ed at 0-0-0 oc via valley trusses above. 40.0, 2-3=-140.0, 3-4=-140.0, 4-5=-70.0, 5-6=-70.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 17-18=-40.0, 1, 15-16=-40.0, 14-15=-194.4, 13-14=-194.4, 12-13=-40.0, 11-12=-40.0, 10-11=-40.0 .0, 2-3=-36.0, 3-4=-36.0, 4-5=-26.0, 5-6=-26.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 17-18=-24.0, 16-17=-24.0, 14-15=-62.4, 13-14=-62.4, 12-13=-24.0, 11-12=-24.0, 10-11=-24.0 237.1, 2-3=237.1, 3-4=237.1, 4-5=-20.0, 5-6=-20.0, 6-7=237.1, 7-8=237.1, 8-9=237.1, 17-18=347.0. 13-14=464.8, 10-11=347.0 (lb) 713=2357 :ontinued on page 2 0017 ROOF TRUSS 11 11 1 LG LOAD CASE(S) 3) Wind 2 C&C: Uniform Loads I Vert: V 12-13=- 1 Normal: Concentrated b Vert: 15 4) Dead: Uniform Loads Vert: 1 12-13=- Concentrated Lc Vert: 15 5) 1st unbalanced Uniform Loads Vert: 1 12-13 Vert: 15 6) 2nd unbalanced Uniform Loads ( Vert: 1-' 12-13=-, Vert: 1 36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-6.0, 5-6=-6.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 17-18=-24.0, 16-17=-24.0, 15-16=-24.0, 14-15=-100.9, 13-14=-100.9, 0, 11-12=-24.0, 10-11=-24.0 2=-82.5, 2-3=-82.5, 3-4=-82.5, 4-5=-83.4, 5-6=-83.4, 6-7=-82.5, 7-8=-82.5, 8-9=-82.5, 17-18=408.8, 14-15=35.2, 13-14=35.2, 10-11=408.8 1.0, 2-3=-60.0, 3-4=-60.0, 4-5=-30.0, 5-6=-30.0, 6-7=-60.0, 7-8=-60.0, 8-9=-60.0, 17-18=-40.0, 16-17=-40.0, 15-16=-40.0, 14-15=-116.9, 13-14=-116.9, 11-12=-40.0, 10-11=-40.0 (lb) 3 13=-548 40.0, 2-3=-140.0, 3-4=-140.0, 4-5=10.0, 5-6=10.0, 6-7=-60.0, 7-8=-60.0, 8-9=-60.0, 17-18=-40.0, 16-17=-40.0, 15-16=-40.0, 14-15=-194.4, 13-14=-194.4, 11-12=40.0, 10-11=-40.0 (lb) l7 13=-987 50.0, 2-3=-60.0, 3-4=-60.0, 4-5=-70.0, 5-6=-70.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 17-18=-40.0, 16-17=-40.0, 15-16=40.0, 14-15=-194.4, 13-14=-194.4, 0, 11-12=-40.0, 10-11=40.0 Job 7 COMMON 11 11 I LG1 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 16:39:29 2008 REW QTY (Total ` 309). All Screws Are #12-14 T/3 IORDS 1-17:2, 5'".:18, 5-6:21, 9-10:2, 10-9:2, 17-1:2 ?BS 1-16:4, 2. 15:18, 2-16:17, 3-14:2. 3-15:3. 4-14:4, 5-13:3. 5-14:19, 6-13:4. 7-12:8. 7-13:5, 8-11:17, 8-12:17, 9-11:4 3-0-0 3-6-8 4-0-0 3-5-8 3-5-8 4-0-0 3-6-8 3-0-0 3-0-0 6-6-8 10-6-8 14-0-0 17-5-8 21-5-8 25-0-0 28-0-0 5.00 12 525US&073x10 5 4 3 6 4 4 3T 9 7 3 � 0 5 8 2 \6 Will, = 2 8 4 W 2 ? 6 0 4 2B13 4, 5' 8 8 4 6 71� 17 16 15 14 F,M :I, EP 'P t.AIM 1 bUGLP 13 12 11 1n Me LA4LIu-r 2-0-0 1-0-9 3-6-8 4-0-0 6-11-0 4-0-0 3-6-8 2-0-0 1-0-q , 2-0-0 3-0-0 6-6-8 10-6-8 17-5-8 21-5-8 25-0-0 26-0-0 28-0-0 SCREW CITY WEBS 11-8:10, 1-9:4, 12-7:8, 12-8:8, 13-5:3, 13-6:4, 13-7:5, 14-3:2, 14-4:13, 14-5:11, 15-2:15, 15-3:13, 16-1:4, 16-2:19 Truss weight = 163 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft EW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.93 Vert(LL) 0.25 14 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.89 Vert(TL) 0.2 14 999 0 5401b 073 6561b BCLL 0.0 WB 0.88 Horz(TL) 0 n/a 0 6621b BCDL 10.0 (Matrix) 'n r gth / deft = 2 # SECTION 11 CHORD 35 US 046 50 'Except' JO T\44PNG ORD Sheathed or2-0-0oncenterpurlin spacing 1-5, 5-9 W1 3d2 USWD 035 50, T2 35 USD 035 50, W16 362 USORD 4-0-0 on center bracing 17-10 CHORD 35 US057 50 362CSJ 18ga 33 5-14 Attach to back of member full length is 362 U FWD 035 50 `Except- w/6-#12-14 sds at each end and 12" oc along length W3 60'iUSWD 046 50, W4 60 USWD 057 50, W8 362 USWD 046 50 W13 362 USWD 057 50, W14 362 USWD 073 50 OTIONS Ottsize/Ilaterial)16/2-0-0/UKN, 11/2-0-0/UKN Max DAn 16=4059(load case 1), 11=3022(load case 1) Max Upljft 16=-8268(load case 2), 11=-5072(load case 2) 'ES (lb) Max. Compression Force CHORD 1-17=-�04, 1-2=-935, 2-3=-3852, 3-4=-3966, 4-5=-3942, 5-6=-3125, 6-7=-3141, 7-8=-2665, 8-9=-1010, 9-10=-496 CHORD 16-17=L0, 15-16=-235, 14-15=-6354, 13-14=-3693, 12-13=-2772, 11-12=-256, 10-11=-0 S 1-16=38, 2-16=-3776, 2-15=-8056, 3-15=-611, 3-14=-235, 4-14=-512, 5-14=-4835, 5-13=-65, 6-13=-534, 7-13=-1207, 7-12=-1105, 8-12=-4197, 8-11=-2759, 9-11 =-59 1) This truss has beef designed for unbalanced loading conditions. 2) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 258.53 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) For truss to truss connection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). 4) Load case(s) 1, 2, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Attach 35USGP x 2" at location of tie-in trusses - See detail US2US-3B.1 6) Special connections required at joints 15, 14, 7) Tip chord load apli ied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (pl Vert: 1-2=- 1140.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 5-6=-140.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 16-17=-40.0, 15-16=-40. 14-15=40.0, 13-14=-40.0, 12-13=40.0, 11-12=40.0, 10-11=40.0 Concentrated Loa $ (lb) Vert:15=-1039 14=-1056 2) Wind 1 C&C: Uiform Loads (plf)i Vert: 1-2=16.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 16-17=-24.0, 15-16=-24.0, 14-15=-24. 13-14=-24.0, 12-13=-24.0, 11-12=-24.0, 10-11=-24.0 Normal: 1-c=237.1, 2-3=237.1, 3-4=237.1, 4-5=237.1, 5-6=237.1, 6-7=237.1, 7-8=237.1, 8-9=237.1, 16-17=347.0, 10-11=347 0 - Concentrated Loa s (lb) Vert: 15=3 1 3 14=3256 3) Wind 2 C&C: t, on page 2 St.Lucie Oaks Commercial Center 0710017 7.16-32 s Truss Type tatty Ply I russ COMMON 1 1 LG1 Page 2 LOAD CASE(S) Uniform Loads (pIt) Vert: 1-2=-36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 16-17=-24.0, 15-16=-24.0, 14-15=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-2�0, 10-11=-24.0 Normal: 1 2=-82.5, 2-3=-82.5, 3-4=-82.5, 4-5=-82.5, 5-6=-82.5, 6-7=-82.5, 7-8=-82.5, 8-9=-82.5, 16-17=408.8, 10-11=408.8 Concentrated Loads (lb) Vert: 15=. 22 14=-836 4•) Dead: I Uniform Loads (pl Vert: 1-2=-60.0, 2-3=-60.0, 3-4=-60.0, 4-5=-60.0, 5-6=-60.0, 6-7=-60.0, 7-8=-60.0, 8-9=-60.0, 16-17=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-40.0, 12-13=-40.0, 11-12=4¢ 0. 10-11=-40.0 Concentrated Loads (lb) Vert: 15= 577 14=-587 5) 1st unbalanced Li Ia: Uniform Loads (plD Vert: 1-2 '140.0, 2-3=-140.0, 374=-140.0, 4-5=-140.0, 5-6=-60.0, 6-7=-60.0, 7-8=-60.0, 8-9=-60.0, 16-17=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-40.0, 12-13=-40.0, 11-12=-4�0, 10-11=-40.0 Concentrated Loads (lb) Vert: 15— 1039 14=-1056 6) 2nd unbalanced !} ve: Uniform Loads (plf) Vert: 1-2+60.0, 2-3=-60.0, 3-4=-60.0, 4-5=-60.0, 5-6=-140.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 16-17=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-40.0, 12-13= 40.0, 11-12=-40 0, 10-11=-40.0 Concentrated Logl s (lb) Vert: 15=i103914=-1056 x= �r ki . rs 5 0710017 ROOF TRUSS 11 11 1LG2 s 28 10:30:09 CITY (Total 125). All Screws Are #12-14 T/3 i 1-11:2, 3-2:7, 3-4:7, 5-7:7, 7-5:7, 11-1:2 1-10:5, 2-�:10, 2-10:12, 3-8:2, 3-9:3, 4-8:4, 5-8:9 CITY 3-0-0 3-5-0 4-3-10 _,_ 3-3-6 3-0-0 6-5-0 10-8-10 14-0-0 5.00 12 325US69073x8 11 10 9 12 8 7 G4K 2-0-0 1-0-0 , 3-5-0 4-3-10 3-2-8 0-9T14 2-0-0 3-0-0 6-5-0 10-8-10 13-11-2 14-0-0 ?ZK WEBS 8-3:2, 8 ,14, 8-5:9, 9-2:10, 9-3:3, 10-1:5, 10-2:15 Truss weight = 80 Ibs LOADING (pso SPACING 4-0-0 CSI DEFL (in) (loc I/d CR VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.80 Vert(LL) 0.07 T 035 2 Ib 046 4501b TCDL 15.0 FBC/AISI BC 0.65 Vert(TL 0.06 8-9 >9 057 5401b 073 6561b BCLL 0.0 WB 0.48 orz( 0.01 7 n'.�, 097 6621b BCDL 10.0 (Matrix) in L gt: LL d 0 # STEEL SECTION TOP CHORD 35 USD 035 50 *Except* VIRTFIHORD RD Sheathed or 2-0=0 on center purlin spacing 1-3, 3-6 W1 36� USWD 035 50, W9 362 USWD 035 50 4-0-0 on center bracing 11-7 BOT CHORD 35 USD 035 50 WEBS 362 Uyy§�WD 035 50 *Except* W3 601USWD 035 50 'TIONS at/size/t,aterial)710-4-0/USKW, 10/2-0-0/CMU Max Don 7=1039(load case 1), 10=1683(load case 1) ll Max Up!`ft 7=-1790(load case 2), 10=-3704(load case 2) :ES (lb) Max. Compression Force CHORD 1-11=-�80, 1-2=-1079, 2-3=-921, 3-4=-820, 4-5=-820, 5-6=0, 5-7=-990 CHORD 10-11 i 1, 9-10=-278, 9-12=-1713, 8-12=-1713, 7-8=-1 S 1-10=481, 2-10=-1478, 2-9=-2362, 3-9=-632, 3-8=0, 4-8=-637, 5-8=-2288 1) Th• is truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed B ilding, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 65.33 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 2) Horizontal load apliiied to this truss resulting from the standard wind load, equal to 685 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) For truss to truss nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) isI delegated to the I uilding designer. 4) Provide adequate r, rainage to prevent water ponding. 5) 35USKW attachedlto truss at Joint 7 with 8 410 sds. Refer to Aegis detail US2US-1. 6) Load case(s) 1, 2, i, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Aitach 35USGP x 12' at location of tie-in trusses -See detail US2US-3B.1 8) A$ach 35USGPX om 11 to 7 - See details US2US-5.1 9) U,SGP-X capacity xceeded special connections required at 12, 9, 10) Top chord load a lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (pl Vert: 1-2=- 40.0, 2-3=-140.0, 3 4=-140.0, 4-5=-140.0, 5-6=-140.0, 10-11=-40.0, 9-10= 40.0, 9-12= 40.0, 8-12= 40.0, 7-8=-40.0 Concentrated Loa s (lb) Vert: 9=-99 8=-70 12=-70 2) Wind 1 C&C: 11 Uniform Loads (pl Vert: 1-2=-$6.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 10-11=-24.0, 9-10=-24.0, 9-12=-24.0, 8-12=-24.0, 7-8=-24.0II Normal: 1-2=252.9, 2-3=252.9, 3-4=242.1, 4-5=242.1, 10-11=347.0 Concentrated Loads' (lb) Vert: 9=63h 8=666 12=666 I :ontinued on page 2 1 7 Truss Type �Qty Ply Truss ROOF TRUSS 1 1 LG2 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:30:09 2008 LOAD CASE(S) 3) Wind 2 C&C: Uniform Loads (plf) j Vert: 1-2 —' Normal: 1-2 Concentrated Load Vert: 9=631 4) Dead: Uniform Loads (plf) Vert: 1-2=-E -Concentrated Load Vert: 9=-55 I 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 10-11=-24.0, 9-10=-24.0, 9-12=-24.0, 8-12=-24.0, 7-8=-24.0 .8, 2-3=-88.8, 3-4=-68.5, 4-5=-68.5, 10-11=322.0 66 12=666 2-3=-60.0, 34=-60.0, 4-5=-60.0, 5-6=-60.0, 10-11=-40.0, 9-10=40.0, 9-12=-40.0, 8-12=40.0, 7-8=-40.0 9 12=-39 0710017 Truss Type Qty Ply Truss ROOF TRUSS 1 1 L3 s oep zo zuur aegis rvieca, rreuung, SCREW QTY (Total, 72). All Screws Are #12-14 T/3 CHORDS 1-10:2, 4 3:3, 4-5:2, 5-7:2, 7-5:5, 10-1:2 WEBS 1-9:5, 2- 4, 3-8:3, 3-9:6. 4-7:4, 4-8:3 3-0-0 3-0-0 6 L6 3-8-8 3-8-8 3-7-0 6-8-8 10-5-0 14-0-0 325US96O73x8 1 al o o 2 - ^per�\ 1 2 10 C3K 2-0-0 1-0-09 , 7-5-0 8 7 3-6-2 0-QT14 2-0-0 3-0-0 10-5-0 13-11-2 14-0-0 SCREW CITY WEBS 7-4:4, 8- :3, 8-4:3, 9-1:5, 9-2:10, 9-3:6 Truss weight = 63 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc f1 SC W VALUE. (#12-14 T/3) TCL' L 20.0 Code TC 0.75 Vert(LL) 0.0 99 035 61b 046 4501b TCDL 15.0 FBC/AISI BC 0.43 Vert 0.0 8-9 9 057 5401b 073 656lb BOLL 0.0 WB 0.24 Ho TL -0.0 7 097 6621b BCDL 10.0 (Matrix) Min ' O- / LL a - # STEEL SECTIONI N WOP TOP CHORD 35 us"D 035 50 *Except* CHORD Sheathed or 2-0-0 on center purlin spacing 1-4, 4-6 W1 30, USWD 035 50, W8 362 USWD 035 50 BOT CHORD 4-0-0 on center bracing 10-7 BOT CHORD 35 USD 035 50 WEBS 362 U�WD 035 50 Max Max I Max. 1-11 9-1( aterial)7/0-4-0/USKW, 9/2-0-0/CMU n 7=934(load case 1), 9=1550(load case 1) t 7=-1056(load case 2), 9=-2517(load case 2) npression Force 36, 1-2=-1211, 2-3=-798, 3-4=-609, 4-5=0, 5-6=0, 5-7=-268 8-9=-961, 7-8=-505 ), 2-9=-530, 3-9=-1097, 3-8=-565, 4-8=-183, 4-7=-882 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , ,�z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 65.33 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) orizontal load applied to this truss resulting from the standard wind load, equal to 1107 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the esigo of which s all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) ,rovide adequate rainage to prevent water ponding. 5) 35USKW attache to truss at Joint 7 with 5 410 sds. Refer to Aegis detail US2US-1. 6) Top chord load aplied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Sta dard �" II 0710017 ROOF TRUSS 11 11 I M 6-32 s Sep 25 2007 QTY (Total 102). All Screws Are #12-14 T/3 i 1-12:2, 4- :5, 4-5:5, 7-8:2, 8-7:2, 12-1:2 1-11:3. 2- 1:4, 3-10:3, 3-11:6, 4-10:6, 5-9:6, 5-10:3, 6-9:4, 7-9:2 2-6-0 4-1-0 4-1-0 4-2-2 4-2-2 2-3-12 2-6-0 6-7-0 10-8-0 14-10-2 19-0-4 21-4-0 325U-Qb073x8 4 19 o> ti I� 0 2i-U-U T1 6-z-U , U-4-4 UliTu &U-IZ 2-0-0 2-6-0 10-8-0 19-0-4 19-3-4 21-4-0 SCREW QTY WEBS 9-5:6, 9- •9, 9-7.2. 10-3:3, 10-4:6, 10-5:3, 11-1:3, 11-2:9, 11-3:6 Truss weight = 105 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) 120c I/- SC W VALUE. (#12-14T/3) TCLL 20.0 Code TC 0.76 Vert(LL) 0.04 9 035 61b 046 4501b TCDL 15.0 FBC/AISI BC 0.39 Ve-0.08 9-10 > 9 057 5401b 073 656lb BCLL 0.0 WB 0.51 Ho0.0 9 097 6621b BCDL 10.0 (Matrix) It / LL - # STEEL SECTION TOP, CHORD 35 US 046 50 'Except' JUICOHMORD Sheathed or 2-0-0 on center purlin spacing 1-4, 4-7 W1 36P USWD 035 50, W11 362 USWD 035 50 BOT CHORD 4-0-0 on center bracing 12-8 BOT CHORD 35 USD 035 50 WEBS 362 U�WD 035 50 REACTIONS Qt/size/material)11/1-0-0/CMU, 9/0-6-0/LGF i Max Down 11=1914(load case 1), 9=1871(load case 1) Max Upik 11=-2260(load case 2), 9=-2151(load case 2) FORCES (lb) Max. CBmpression Force TOP CHORD 1-12=�30, 1-2=-613, 2-3=-941, 3-4=-1917, 4-5=-1914, 5-6=-941, 6-7=-546, 7-8=-409 BOT CHORD 11-12 -0, 10-11=-207, 9-10=-259, 8-9=0 WEBS 1-11=i 5, 2-11=-998, 3-11=-1423, 3-10=-731, 4-10=-753, 5-10=-779, 5-9=-1380, 6-9=-995, 7-9=-9 NOTIES 1) This truss has be designed for unbalanced loading conditions. 2) T is truss designe with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance' = 7.90 ft. using a top chord tributary area of 149.57 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Tbp chord load ap 'lied at 0-0-0 oc via valley trusses above. LOP D CASE(S) StarI; and I i i I duu 0710017 ROOF TRUSS 12 11 I MG 25 CITY (Tota0 191 ). All Screws Are #12-14 T/3 i 1-14:2, 3�2:10, 3-4:12, 5-4:12, 5-6:11, 7-8:2, 8-7:2, 14-1:2 1-13:2, 2 12:9, 2-13:13, 3-11:4, 3-12:3, 4-11:4, 5-10:3, 5-11:4, 6-9:13, 6-10:8, 7-9:2 L9 0 ui 2-6-0 4-0-8 4-1-8 4-1-8 4-3-8 2-3-0 2-6-0 6-6-8 10-8-0 14-9-8 19-1-0 21-4-0 325USVP73x10 325USAD073x10 3 To ao 0 2-0-0 9-6-p 4-0-8 4-1-8 4-1-8 4-3-8 013r0 2-0-0 2-0-0 2-6-0 6-6-8 10-8-0 14-9-8 19-1-0 19-4-0 21-4-0 SCREW CITY WEBS 9-6:15, 9!�:2, 10-5:5, 10-6:8, 11-3:4, 11-4:4, 11-5:4, 12-2:9, 12-3:5, 13-1:2, 13-2:15 LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) lLde TCLL 20.0 Code TC 0.93 Vert(LL) 0.10 11 99 TCDL 15.0 FBC/AISI BC 0.42 Vert(TL) 0.0 999 BCLL 0.0 WB 0.46 Ho -0. 9 /a BCDL 10.0 (Matrix) M ngth / L efl = 26JD STEEL SECTION TOP CHORD 35 t W1 BOT CHORD 35 ( WEBS 362 1 W3 Max Max. 1 1-14 13-1 1-13 1) This truss has bee 2) Tpis truss designE Building, I = 1.00 , Vertical and Right 3) FPor truss to truss is delegated to the 4) Provide adequate 5) Load case(s) 1, 2, 6) Attach 35USGP > 7) Top chord load ap 1 LOAD CASE(S) Stai 1) L''Ye: Uniform Loads (pll Vert:1-2=. i 10-11=-40 Concentrated Loai Vert: 12=! 2) Wind 1 C&C: Uniform Loads (plt Vert: 1-2=- 9-10=-24 1 Normal:l- Concentrated Loan Vert: 12=1 3) Wind 2 C&C: Uniform Loads (pif Vert: 1-2=- , 9-10=-24 Normal: 1- ;ontinued on page 2 Truss t = EW VALUE. (#12-14 T/3) 0381256lb 046 4501b 05YlE40lb 073 6561b 097 6621b 035 50 *Except* VWrORD Sheathed or 2-0-0 on center purlin spacing 1-3, 3-5, 5-7 USWD 035 50, W13 362 USWD 035 50 ORD 4-0-0 on center bracing 14-8 03550 VD 035 50 *Except* SWD 035 50, W11 60 USWD 035 50 iterial)13/1-0-0/CMU, 9/0-6-0/LGF I 13=2579(load case 1), 9=2502(load case 1) 13=-3829(load case 2), 9=-3639(load case 2) ipression Force �4, 1-2=-479, 2-3=-1908, 3-4=-1941, 4-5=-1941, 5-6=-2000, 6-7=-379, 7-8=-328 i, 12-13=-97, 11-12=-1411, 10-11=-1509, 9-10=-31, 8-9=-0 i, 2-13=-2375, 2-12=-2118, 3-12=-555, 3-11=-1030, 4-11=-707, 5-11=-880, 5-10=-601, 6-10=-2028, 6-9=-2303, 7-9=-31 designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33:8 ft., Exposure Category C, Enclosed :z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 149.57 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) ainage to prevent water ponding. 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss 2" at location of tie-in trusses - See detail US2US-3B.1 ad at 0-0-0 oc via valley trusses above. and Except: 10.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 5-6=-140.0, 6-7=-140.0, 13-14=40.0, 12-13=-40.0, 11-12=40.0, 9-10=40.0, 8-9=40.0 (lb) i 11=-223 10=-536 .0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-7=-36.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0, 10-11=-24.0 8-9=-24.0 202.7. 2-3=202.7, 3-4=219.9, 4-5=219.9, 5-6=202.7, 6-7=202.7, 13-14=312.6, 8-9=312.6 (lb) 3 11=588 1 0=1 173 .0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-7=-36.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0, 10-11=-24.0 8-9=-24.0 •168.3, 2-3=-168.3, 3-4=-65.3, 4-5=-65.3, 5-6=-168.3, 6-7=-168.3, 13-14=374.5, 8-9=374.5 0710017 Oaks s ROOF TRUSS 12 11 I MG Vert: 12=1 4) Dead: Uniform Loads (pll Vert: 1-2=- Concentrated Loaq Vert: 12=-: Except: 1=588 1 0= 1173 ), 2-3=-60.0, 3-4=-60.0, 4-5=-60.0, 5-6=-60.0, 6-7=-60.0, 13-14=-40.0, 12-13=-40.0, 11-12=-40.0, 10-11=-40.0, 9-10=-40.0, 8-9=40.0 b) 11=-124 10=-298 m,�' .fir F X 0017 11 1 1 ROOF TRUSS 11 11 1 N s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:30:13 2008 Page 1 CITY (To ' I = 95 ). All Screws Are #12-14 T/3 S 1-10:2, 4-3:5, 4-5:5, 6-7:2, 7-6:8, 10-1:2 1-9:2, -9:4, 3-8:3, 3-9:6, 4-8:6, 5-7:8, 5-8:4 2-4-0 4-2-0 4-2-0 , 4-1-13 4-5-7 2-4-0 6-6-0 10-8-0 14-9-13 19-3-4 325US96073x6 4 4 j � 2 N 2 Jag O 2 2 9 6 3 8 8 Qo a0I i O 2 �0 i c 3K s 7 LZK 2-0-0 Or410 8-4-0 8-7-4 2-0-0 2-4-0 10-8-0 19-3-4 SCREW QTY WEBS 7-5:8, 8: :3. 8-4:6, 8-5:4, 9-1:2, 9-2:9, 9-3:6 AVuss weight = 96 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loct R LIE. (#12-14 T/3) TC((-L 20.0 Code TC 0.86 Vert(LL) 0.05 7- 561b 6 4501b TCCL 15.0 FBC/AISI BC 0.47 Vert(TL) 7- 5401b 3 6561b BULLL 0.0 WB 0.82 Ho z L) .03 09 6621b BCDL 10.0 1 (Matrix) gth %i fl = # STEEL SECTION B N TOP CHORD 35 U D 046 50 'Except' T RD Sheathed or 2-0-0 on center purlin spacing 1-4, 4-6 W1 3'2 USWD 035 50, W9 362 USWD 035 50 BOT CHORD 4-0-0 on center bracing 10-7 BOT CHORD 35 U D 035 50 WEBS 362 1jSWD 035 50 REACTIONS at/sizeaterial)7/0-6-0/LGF, 910-8-0/CON Max D wn 7=1953(load case 3), 9=1929(load case 1) Max U ilift 7=-1152(load case 2), 9=-2237(load case 2) FORCES (lb) Max. (, mpression Force TOP CHORD 1-10 ��408, 1-2=-548, 2-3=-936, 3-4=-1905, 4-5=-1918, 5-6=-252, 6-7=-470 BOT CHORD 9-10=b, 8-9=-614, 7-8=-733 WEBS 1-9=- 6, 2-9=-996, 3-9=-1477, 3-8=-782, 4'8=-885, 5-8=-740, 5-7=-1903 NOTES 1) This truss has beelr designed for unbalanced loading conditions. 2) This truss design 0. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 121.86 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) orizontal load applied to this truss resulting from the standard wind load, equal to 297 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which s'311 be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) lop chord load al lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Stadard 0710017 Truss Type Qty Ply Trus ROOF TRUSS 2 1 N1G 7.16-32 s Mon Apr 28 1 QTY (Tot ' I = 160). All Screws Are #12-14 T/3 S 1-12:2, -2:9, 3-4:11, 5-4:11, 5-6:10, 6-7:10, 7-6:10, 12-1:2 1-11:2, -10:7. 2-11:12, 3-9:4, 3-10:2, 4-9:4, 5-8:3, 5-9:4, 6-8:7 2-4-0 4-2-8 4-1-8 4-1-8 4-5-12 2-4-0 6-6-8 10-8-0 14-9-8 19-3-4 19 0 LO 325USER073x8 325UW073x8 �F' P 2-0-0 2-4-0 6-6-8 vOW0-1}0VA WN" 'Wz0v 19-3-4 SCREW CITY WEBS 8-5:4, 8 :7. 9-3:4, 9-4:4, 9-5:4, 10-2:7, 10-3:4, 11-1:2, 11-2:14 Truss weight = 95 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.95 Vert(LL) 0.09 9 >999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.41 Vert(TL) 0.07 9 >999 057 5401b 073 6561b BCLL 0.0 WB 0.39 Horz(TL) -0.02 7 n/a 097 6621b BCDL 10.0 (Matrix) Min Length / LL defl = 240 # i STEEL SECTION BRACING TOO CHORD 35 U D 035 50 'Except' TOP CHORD Sheathed or 2-0-0 on center purlin spacing 1-3, 3-5. 5-6 W1 3 2 USWD 035 50, W11 60 USWD 035 50 BOT CHORD 4-0-0 on center bracing 12-7 BOT CHORD 35 U D 035 50 WEBS 362 L §WD 035 50 `Except` W3 6 . USWD 035 50 :TIONS Qt/sizeaterial)7/0-6-0/LGF, 11/0-8-0/CMU Max D 3wn 7=1887(load case 1), 11=2332(load case 1) Max U Rift 7=-2342(load case 2), 11=-3428(load case 2) :ES (lb) Max. bmpression Force CHORD 1-12 344, 1-2=-415, 2-3=-1764, 3-4=-1817, 4-5=-1817, 5-6=-1768, 6-7=-1817 CHORD 11-1 0, 10-11=-58, 9-10=-1548, 8-9=-1636, 7-8=-1 S 1-11459, 2-11=-2138, 2-10=-1806, 3-10=-348, 3-9=-1047, 4-9=-707, 5-9=-913, 5-8=-584, 6-8=-1793 1) This truss has be In designed for unbalanced loading conditions. 2) his trusesigne 0 with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 „Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 120.60 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load ape lied to this truss resulting from the standard wind load, equal to 311 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which s II be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) For truss to truss ' nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) is delegated to thE building designer. 5) Provide adequate drainage to prevent water ponding. 6) .oad case(s) 1, 2„ 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. i 7) A tach 35USGP .12" at location of tie-in trusses - See detail US2US-3B.1 8) I5p chord load ap' lied at 0-0-0 oc via valley trusses above. LOAD CASE(S) Sta dard Except: 1) Live: Uniform Loads (pl Vert: 1-2= 140.0, 2-3=-140.013-4=-140.0, 4-5=-140.0, 5-6=-140.0, 11-12=-40.0, 10-11=-40.0, 9-10=-40.0, 8-9=-40.0, 1 7-8=-40.0 Concentrated Loa s (lb) Vert: 10=- 81 9=-260 8=-281 '2) Wind 1 C&C: Uniform Loads (pl Vert: 1-2= 36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 11-12=-24.0, 10-11=-24.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0 'I Normal: 1=202.7, 2-3=202.7, 3-4=219.9, 4-5=219.9, 5-6=202.7, 11-12=312.6 Concentrated Loa s (lb) Vert: 10=8 D3 9=647 8=803 3) Wind 2 C&C: :ontinued on page 2 0710017 ROOF TRUSS 12 11 I N1G LOAD CASE(S) S Uniform Loads I Vert: 1 Normal: Concentrated b Vert: 10 4) Dead: Uniform Loads Vert: 1 Concentrated Li Vert: 10 and Except i.0, 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 11-12=-24.0, 10-11=-24.0, 9-10=-24.0, 8-9=-24.0, 7-8=-24.0 -168.3, 2-3=-168.3, 34=-65.3, 4-5=-65.3, 5-6=-168.3, 11-12=374.5 (lb) 9=647 8=803 30.0, 2-3=-60.0, 34=-60.0, 4-5=-60.0, 5-6=-60.0, 11-12=-40.0, 10-11=40.0, 9-10=40.0, 8-9=-40.0, 7-8=-40.0 s (lb) 56 9=-144 8=-156 .k �_yti 1 J Job St.Lucie Oaks Commercial Center I cuss I ype a tty myI russ 0710017 ROOF TRUSS 8 1 PBA The Monarch Compal' y 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:30:16 2008 Page 1 SCREW QTY (Total 49 ). All Screws Are #12-14 T/3 CHORDS 2-3:2, 514:2, 5-6:2, 8-7:2 WEBS 3-14:3, 1 13:5, 5-12:2, 6-11:5, 7-10:3 3-8-0 4-0-0 4-0-0 4-0-0 4-0-0 3-8-0 3-8-0 7-8-0 11-8-0 15-8-0 19-8-0 23-4-0 i 4.50 12 325USJD073x8 ri 4 5USJD073x1214 13 12 11 275USHDO57 USE 3# M lfEL Scq)WS Al EACH 4412-14 T/3 _MUM'TO VALLEJ CO W OFX.'i t A4 . QTY 5 2-14:2, 8710:2 3-8-0 4-0-0 3-8-0 7-8-0 11-8-0 15-8-0 2-5:3, 13-4:5, 14-3:3 D] 1 925USJD073x12 6" 275USHDO57 w/4412-14 T/3 19-8-0 23-4-0 Truss = 68 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCR W LUE. (#12-14 T/3) TCLL 20.0 Code TC 0.71 Vert(LL) n/a n/a 3 46 4501b TCDL 15.0 FBC/AISI BC 0.09 Vert(TL) n/a n/a 5 1 73 6561b BOLL 0.0 WB 0.13 Horz(TL) 0.00 n/a 621b BCDL 10.0 (Matrix) Min Length / LL deft = 99911081. # 1 STEEL SECTION BRACING U TOP CHORD 35 D 035 50 TOP CH W SheatUdor2-:1'0`8RTnterpurlin spacing 1-5, 5-9 BOT CHORD 35 USb 035 50 BO CH -0-0 racing 2-8 WEBS 362 UIISWD 035 50 REACTIONS at/size/I aterial)1/23-4-0/UKN, 9/23-4-0/UKN, 2/23-4-0/UKN, 8/23-4-0/ !U 13/23-4-0/UKN, 14/23-4-0/UKN, 11/23-4-0/UKN, 10/23-4-0/UKN Max Down 1=58(load case 1), 9=58(load case 1), 2=226(load case s 8=2 I case 1), 12=549(load case 1), 13=817(load case 1), 14=585(load case 5), 11=817(load case 1), 10=585(load case 6) Max Uplift ift 1=-35(load case 2), 9=-35(load case 2), 2=-77(load case 2 , 8=-77(load case 2), 12=-264(load case 2), 13=-988(load case 2), 14=-670(load case 2), 11=-988(load case 2), 10=-670(load case 2) Max 118rizontal 1=6(load case 5), 9=-6(load case 6), 2=53(load case 1), 8=-53(load case 1), 14=3(load case 1), 10=-3(load case 1) i FOR, (lb) Max. mpression Force TOP CHORD 1-2=-,h, 2-3=-363, 3-4=-153, 4-5=-188, 5-6=-188, 6-7=-153, 7-8=-363, 8-9=-21 BOT CHORD 2-14=16, 13-14=0, 12-13=0, 11-12=0, 10-11=0, 8-10=-6 WEBS 5-12=T391, 4-13=-651, 3-14=-448, 6-11=-651, 7-10=-448 truss has be truss design ling, I = 1.00 )city Pressure zontal load a gn of which truss to be t ical webs she chord load a CASE(S) St, designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt =1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 169.56 sq. ft., 0.6 DL applied. Design h = 42.94 psf. ed to this truss resulting from the standard wind load, equal to 429 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 1 as valley truss only. ne up with truss top chords supporting this valley truss (within 3.0" center to center). ed at 0-0-0 oc via valley trusses above. )I10017 Truss Type Qty I Ply Truss ROOF TRUSS 1 1 PBA1 Tlhe Monarch C SCREW QTY CHORDS 2-3 WEBS 3-1 I i . I. 7.16-32 s Sep 25 2007 :al = 52 ). All Screws Are #12-14 T/3 t-3:2, 4-5:2, 6-5:2, 6-7:2, 8-7:2 4-13:3, 5-12:4, 6-11:3. 7-10:4 3-8-0 4-0-0 4-0-0 4-0-0 4-0-0 3-8-0 3-8-0 7-8-0 11-8-0 15-8-0 19-8-0 23-4-0 1 4.50F12 325USJD073x10 325USJD073x10 325USJD073x1214 13 12 11 1 925USJD073x12 6" 275USHDO57 Use 3 4 11- t- ic ncegw5 A EACL-) 6" 275USHDO57 w/4-#12-14 T/3 -TIZUSS -M IfArLL" CONWS"I Ot'. W/4412-14 T/3 i 3-8-0 4-0-0 4-0-0 4-0-0 4-0-0 3-8-0 SCREW QTY 3-8-0 7-8-0 11-8-0 15-8-0 19-8-0 23-4-0 j CHORDS 2-14:2, -10:2 E WEBS 10-7:4, ;�j 1-6:3, 12-5:4, 13-4:3, 14-3:4 a, Truss weight = 67 Ibs I LOADING (psf) I SPACING 4-0-0 CSI DEFL (in) (loc) I/defl ALUE. (#12-14 T/3) . C140lb TCLL 20.0 Code TC 0.64 Vert(LL) n/a n/ 3046 4501b TCDL 15.0 FBC/AISI BC 0.09 Vert(TL) n/a 05073 6561b BCLL 0.0 WB 0.12 Horz(TL) 0.00 nY 097 6621b BCDL 10.0 (Matrix) Min Length ! LL de - 999 # STEEL SECTION RA G vfto TOP CHORD 35 U D 035 50 P C Sheathed or 2-0-0 on center purlin spacing 1-4, 4-6, 6-9 BOT CHORD 35 U D 035 50 + T C 4-0-0 on center bracing 2-8 WEBS 362 SWD 035 50 Max Max Max :ES (lb) Max. CHORD 1-2= CHORD 2-V 1) This truss has be 2) his truss design uilding, I = 1.00 3) Horizontal load aF design of which sl 4) Provide adequate 5) This truss to be u; 6) Vertical webs sha 7) Tap chord load aF LOAD CASE(S) Sta naterial)1/23-4-0/UKN, 9/23-4-0/UKN, 2/23-4-0/UKN, 8/23-4- ' KN, /23-4-0/UKN, 13/23-4-0/UKN, 14/23-4-0/UKN, 11/23-4-0/UKN, 10/23-4-0/UKN wn 1=89(load case 1), 9=89(load case 1), 2=134(load cas 1), 8=134(load case 1), 12=856(load case 1), 13=588(load case 5), 14=723(load case 1), 11=588(load case 6), 10=723(load case 1) lift 1=-86(lcad case 2), 9=-86(load case 2), 12=-822(load case 2), 13=-470(load case 2), 14=-898(load case 2), 11=470(load case 2), 10=-898(load case 2) rizontal 1=-5(load case 1), 9=5(load case 1), 2=49(load case 1), 8=-49(load case 1), 14=3(load case 1), 10=-3(load case 1) )mpression Force 1, 2-3=-299, 3-4=-166, 4-5=-97, 5-6=-97, 6-7=-166, 7-8=-299, 8-9=-21 5, 13-14=0, 12-13=0, 11-12=0, 10-11=0, 8-10=-6 599, 4-13=-423, 3-14=-586, 6-11=-423, 7-10=-586 i designed for unbalanced loading conditions. i with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 169.56 sq. ft., 0.6 DL applied. Design qh = 42.94 psf. died to this truss resulting from the standard wind load, equal to 322 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. Irainage to prevent water ponding. :d as valley truss only. line up with truss top chords supporting this valley truss (within 3.0" center to center). ,lied at 0-0-0 oc via valley trusses above. Job St.Lucie Oaks Commercial Center Truss Type Qty Ply Truss 0710017 ROOF TRUSS 1 1 PBA2 I The Monarch Como nv 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:30:19 2008 Page 1 QTY (Tot , = 46). All Screws Are 012-14 T/3 i 2-1:2, 3 2:2, 3-4:2, 7-6:2, 7-8:2, 8-7:2 3-14:2, 13:4, 5-12:3, 6-11:4, 7-10:2 3-8-0 4-0-0 4-0-0 4-0-0 4-0-0 3-8-0 3-8-0 7-8-0 11-8-0 15-8-0 19-8-0 23-4-0 �I 4.50 12 I SCREW QTY CHORDS 2-14:2, 1 WEBS 10-7:2, ' 325USJD073x10 325USJD073x10 25USJD073x1214 13 12 11 1 925USJD073x12 " 275USHDO57 USE 3 # 11-Ter- cseQrws 4Q 6" 275USHDO57 r/4-#12-14 T/3 w/4-#12-14 T/3 EAre N 112JUSS -iD VALL" cOt4NZC-- M. 3-8-0 4-0-0 4-0-0 4-0-0 4-0-0 3-8-0 3-8-0 7-8-0 11-8-0 15-8-0 19-8-0 23-4-0 10:2 1-6:4, 12-5:3, 13-4:4, 14-3:2 LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.47 Vert(LL) n/a n 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.09 Vert(TL) n/a 057 5401b 073 6561b BOLL 0.0 WB 0.10 Horz(TL) 0.00 emillowiO976621b BCDL 10.0 (Matrix) Min Length /.LL qfl 999 STEEL SECTION TOP CHORD 351 BOT CHORD 35 l WEBS 362 REACTIONS Qt/siz Max Max Uplift Max f- FORCES (lb) Max. ( TOP CHORD 1-2=- BOT CHORD 2-14: WEBS 5-12= NOTES 1) This truss has be. 2) This truss design( Building, I = 1.00 Velocity Pressure 3) Horizontal load aF design of which sl 4) Provide adequate 5) This truss to be u: 6) Vertical webs she 7) Tiop chord load aF LOAD CASE(S) Sta 03550 OP CHO D S athed or 2-0-0 on center purlin spacing 1-3, 3-7, 7-9 03550 T CHO 0-0 on center bracing 2-8 VD 035 50 1/23 4-0/UKN, 9/23-4-0/UKN, 2/23-4-0/U N30 2/23-4-0/UKN, 13/23-4-0/UKN, 14/23-4-0/UKN, 11123 4-0/UKN, 10/23-4-0/UKN 1=41(load case 2), 9=41(load case 2)2=3 (los€r1), 8=338(load case 1), 12=678(load case 5), 13=805(load case 1), 14=467(load case 5), 11=805(load case 1), 10=467(load case 6) 1=-11(load case 3), 9=-11(load case 3), 2=-384(load case 2), 8=-384(load case 2), 12=-590(load case 2), 13=-741(load case 2), 14=-387(load case 2) , 11=-741(load case 2), 10=-387(load case 2) 1=24(load case 5), 9=-24(load case 6), 2=-14(load case 5), 8=14(load case 6), 14=3(load case 4), 10=-3(load case 1) 1pression Force 2-3=-75, 3-4=-18, 4-5=-19, 5-6=-19, 6-7=-18, 7-8=-75, 8-9=-21 13-14=0, 12-13=0, 11-12=0, 10-11=0, 8-10=-6 1, 4-13=-639,3-14=-330, 6-11=-639, 7-10=-330 designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 169.56 sq. ft., 0.6 DL applied. Design h = 42.94 psf. ad to this truss resulting from the standard wind load, equal to 211 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ainage to prevent water ponding. J as valley truss only. ne up with truss top chords supporting this valley truss (within 3.0" center to center). ad at 0-0-0 oc via valley trusses above. Jog j St,Lucie Oaks Commercial Center Truss Type Qty Ply Truss 0710017 COMMON 7 1 PBB THP Mnnarnh r:nm inv 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Tue Apr 29 13:51:55 2008 Page 1 CITY (Tot l = 175). All Screws Are #12-14 T/3 3 2-11:2, 4-3:15, 4-5:9, 6-7:3, 7-6:3, 11-2:2 2-10:8, -9:12, 3-10:7, 4-9:11, 5-8:7, 5-9:11, 6-8:7 1-4-11 3-11-0 -1-4-11 3-11-0 4.50 12 0 M 2-5-0 2-5-0 3-11-0 6-4-0 8-9-0 12-8-0 325US41Y073x8 'i�i rey4 beck -� -n"s 3-11-0 0-,A-0 2-4-0 3-11-0 4-0-0 6-4-0 T C44AWNEL CITY 5 2 11 7 7 IO ao 0 3 0 Zhu 14 9q. STI AP iW Yr{a f�tG6�R�ACt -la SZ � $ #4 12-wt sc28Ns 0724 2-1-12 3-11-0 6-6-4 8-9-0 (Z-ie-:&Cn-wS MmNt:1. z io siur 6-7 4 WEBS 8-5:7, 8' :7, 9-3:12, 94:26, 9-5:11, 10-2:8, 10-3:7 Truss weignt = sti ins LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft W VALUE. (#12-14 T13) TCLL 20.0 Code TC 0.96 Vert(LL) 0.19 7-8 > - 03 561b 046 4501b TCDL 15.0 FBC/AISI BC 0.71 Vert(TL) 0.17 > 7 057 01 073 6561b BCLL 0.0 WB 0.36 Horz(TL) 0.00 /a 097 6621b BCDL 10.0 (Matrix) Min Le th / LL ufl = 240 # STEEL SECTION B N TO,P CHORD 35 U D 035 50 *Except* TO ORD Shea ad or 2-0-0 on center purlin spacing 1-4, 4-6 W1 2 USWD 035 50, T2 35 USD 046 50, W9 362 USWD 0 50 OT : D 4-0-0 on center bracing 11-7 BOT CHORD 35 U 1�1 035 50 WEBS 362 WD 035 50 *Except* W5 60 USWD 035 50 RE NCTIONS at/size� aterial)11/0-2-0/UKN, 10/0-2-0/UKN, 9/0-2-0/UKN Max Dbwn 11=417(load case 5), 10=1800(load case 3), 9=2304(load case 1) Max U Aft 11=-190(load case 2), 10=-409(load case 6), 9= (load case 2) r 24M FORCES (Ib) Max. impression Force TOP CHORD 2-11 1355, 1-2-0, 2-3=-1540, 3-4=-3706, 4-5=-3685, 5-6=-1763, 6-7=-592 BOT CHORD 10-1]L-190, 9-10=-512, 8-9=-552, 7-8=-1 WEBS 2-104� 15, 3-10=-1804, 3-9=-961, 4-9=-1083, 5-9=-872, 5-8=-1572, 6-8=-556 2) 3) 4) truss has be designed for unbalanced loading conditions. truss design'J with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed ling, I = 1.00 Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 63.99 sq. ft., 0.6 DL applied. The Left End ical and Right, End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. zontal load a ` lied to this truss resulting from the standard wind load, equal to 190 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the gn of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections chord load a4lied at 0-0-0 oc via valley trusses above. CASE(S) StaDdard 1 0710017 The Monarch Comr SCREW QTY (Tot CHORDS 2-15:2, WEBS 2-14:8. CITY LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 STEEL SECTION TOP CHORD 351 I W1 BOT CHORD 351 WEBS 362 1 W7 Max'. Maxi i Max. 2-15 14-1 COMMON 11 11 j PBB1 s �l = 207). All Screws Are #12-14 T/3 3-2:7, 3-4:6, 7-6:6, 7-8:4, 8-9:2, 9-8:2, 15-2:2 3-13:9, 3-14:3. 4-13:2, 5-11:8, 5-12:19, 5-13:15, 6-11:2, 7-10:4. 7-11:11, 8-10:4 1-4-11 2-4-0 1-7-0 2-7-4 2-2-12 1-7-0 2-4-0 -1-4-11 2-4-0 3-11-0 6-6-4 8-9-0 10-4-0 12-8-0 4.50 12 325USJD073x8 011 4 325USJD073x8 6 02 3 9 5 15 96M 8 111,2 11 4 V 4 3 T9 0 0 00 o o 0 1 O 2 2 1 14 /13 11 10 9 * 11 Tc IC , eea4 S " f> W It" S �#' 12 -Mrs 1P1"4 P,-AeC -muss -to 29 149Q sTR1+- I $bra• 4La-r C1,ar,n�) ltsw 611p TO P"4 &A41L ' MP5 2-4-0 1-7-0 0-,1-0 2-6-4 0-,1-0 2-1-12 1-7-0 2-4-0 2-4-0 3-11-0 4-0-0 6-6-4 6-7-4 8-9-0 10-4-0 12-8-0 11-6:2. 11-7:11. 12-5:22. 13-3:9. 13-4:5. 13-5:15. 14-2:8. 14-3:3 ® Truss weight= 69 Ibs SPACING 4-0-0 CSI DEFL (in) (loc) I/deft ;R VALUE. (#12-14 T/3) Code TC 0.97 Vert(LL) 0.32 9 >448 5 25 046 4501b FBC/AISI BC 0.88 Vert(TL) 0.29 9 >49 057 540 b 073 6561b WB 0.62 Horz(TL) 0.02 ! 97 6621b - (Matrix) Min Length / LL defl ,240 # ) 035 50 'Except' T • P C Sheath-e- or 2-0-0 on center purlin spacing 1-3, 3-7, 7-8 2 USWD 035 50, T2 35 LSD 057 50, W13 362 USWD 035 CH D 4-0-0 on center bracing 15-9 ) 057 50 ;WD 035 50 `Except* USWD 035 50, W8 362 USWD 057 50 iaterial)15/0-2-0/UKN, 13/0-2-0/1.10, 1210-2-0/UKN vn 15=346(load case 5), 13=1277(load case 3), 12=2017(load case 6) ift 15=-50(load case 6), 12= '.(load case 2) mpression Force 107, 1-2=0, 2-3=-1617, 3-4=-3218, 4-5=-3218, 5-6=-2920, 6-7=-2920, 7-8=-983, 8-9=-363 •192, 13-14=-467, 12-13=-2238, 11-12=-2238, 10-11=-332, 9-10=-1 i76, 3-14=-566, 3-13=-898, 4-13=427, 5-13=-3754, 5-12=-1720, 5-11=-4221, 6-11=-351, 7-11=-886, 7-10=-922, 8-10=-339 1) This truss has begn designed for unbalanced loading conditions. 2) This truss designed with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Huilding, I = 1.00 I' Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 63.99 sq. ft., 0.6 DL applied. The Left End 1/ertical and Righ IEnd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load al plied to this truss resulting from the standard'wind load, equal to 190 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which s all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) Provide adequate drainage to prevent water ponding. 5) Top chord load applied at 0-0-0 oc via valley trusses above. l LOAD CASE(S) Standard �- II 0710017 ROOF TRUSS 111 11 1 PBD s 2008 SCREW CITY (Total= 18 ). All Screws Are #12-14 T/3 CHORDS 2-1:3, 3- :2. 3-4:2, 4-3:3 WEBS 3-6:2 3-9-12 3-9-12 8.00 12 I N i 2 3 1 2 325USJD073x8 6" 275USHDO57 w/4-#12-14 T/3 3-9-12 3-9-12 SCREW CITY CHORDS 2-6:2, 4 :2 WEBS 6-3:2 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 STEEL SECTION TOP CHORD 35 1 BOT CHORD 35 1 WEBS 362 i REACTIONS QUsiz Max Max Max FORCES (lb) Max. TOP CHORD 1-2= BOT CHORD 2-6= has bE design = 1.00 ressurE load a which E tobeL abs shE load a AD CASE(S) Sta 3-9-12 7-7-8 325UT9073x6 (3) 1LbwS O 14 3' hw� 6-0'r'ne \ SGIZ>raW16Y� -10-nWss sS tei.Ow W rr4 C 2 (3� it 12 sM AT E AGH -T )JSS �1 GC- 4 �C. 1 �k5'Cti7NEn -[b 0AT W 1TA (3) s5:* 12@ 3 4 LOCA'710NS z 3 5 0 00 z 1 ._ T �+ 325USJD073x8 6" 275USHDO57 w/4412-14 T/3 7-7-8 0 SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SI Code TC 0.38 Vert(LL) n/a - n/a FBC/AISI BC 0.05 Vert(TL) n/a WB 0.04 Horz(TL) 0.00 a Of (Matrix) Min Length / LL de - 9 , BR&GJNG 1 035 50 CHORD hea , or 2-0-0 on center purlin spacing 1-3, 3-5 103550 B ORD - n center bracing 2-4 3WD 035 50 natedal)1/7-7-8/UKN, 5/7-7-8/UKN, 2/7-7-8/UKN, 4/7-7- - - N wn 1=149(load case 2), 5=149(load case 2), 2=714( d ca 3 , 4=714(load case 3), 6=389(load case 3) lift 1=-130(load case 3), 5=-130(load case 3), 2=-579 ad case 2), 4=-579(load case 2), 6=-182(load case 2) rizontal 1=66(load case 1), 5=-66(load case 1), 2=-23(load case 5), 4=23(load case 6) )mpression Force 3, 2-3=-197, 3-4=-197, 4-5=-28 4-6=-6 )9 i designed for unbalanced loading conditions. I with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Cz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 28.72 sq. ft., 0.6 DL applied. Design Ih = 42.94 psf. lied to this truss resulting from the standard wind load, equal to 301 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the ill be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. ;d as valley truss only. line up with truss top chords supporting this valley truss (within 3.0" center to center). lied at 0-0-0 cc via valley trusses above. Truss weight = 21 Ibs IEW VALUE. (#12-14 T/3) 2561b 046 4501b 5401b 073 6561b 6-32 s Truss Type Qty Ply Truss ROOF TRUSS 1 1 PBK Apr 28 1 QTY (Tot l =18 ). All Screws Are #12-14 T13 5 2-1:2, 2:2, 3-4:2, 4-5:2, 5-4:2 3 �' I � SCREW QTY CHORDS 2-6:2 WEBS 6-3:3 (psf) 20.0 15.0 0.0 10.0 STEEL SECTION TOP CHORD W2 BOT CHORD 351 WEBS 362 Max Max Max :ES (lb) Max. CHORD 1-2= CHORD 2-6= 3-8-0 7-4-0 4.50 F12 325USJD073x8 4 303 " 3 O 12 W1 W2 I 325USJD073x12 6 5iGQS� 275USHDO57 C%j� IZ rtE C 6 V-VE 4 i{ $11 w/4-#12-14 T/3 3-8-0 3-8-0 7-4-0 SPACING 4-0-0 Code FBC/AISI CSI TC 0.58 BC 0.07 WB 0.08 (Matrix) DEFL (in) (loc) I/deft Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 n/a Min Length / LL deft = 999 A00404S, BRACING D 035 50 'Except" USWD 035 50 TOP CHORD Sh ttled or 2 o me;2 BOT D 4-0 ce ter raei g 2-5 D 035 50 5WD 035 50 ,naterial)1/7-4-0/UKN, 5/7-4-0/UKN, 2/7-4-0/UKN, 6/7-4-0/U iwn 1=47(load case 2), 5=303(load case 1), 2=330(load a 1), - load case 1) lift 1=-13(load case 3), 5=-404(load case 2), 2=459(load se 2), 6=-595(load case 2) rizontal 1=24(load case 1), 2=-27(load case 1), 6=4(load case ) Impression Force 1, 2-3=-133, 3-4=-12, 4-5=-246 , 5-6=-1 61 = 20 Ibs SCREW VALUE. (#12-14 T/3) 035 250 046 4501b 057154(5 073 656lb spacing 1-3, 3-4 ; truss design d with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed ding, I = 1.00 'I Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 28.73 sq. ft., 0.6 DL applied. The Right End ical is not exg sed to Wind. Design Velocity Pressure, qh = 42.94 psf. zontal load all, lied to this truss resulting from the standard wind load, equal to 326 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the gn of which s all be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. iide adequatedrainage to prevent water ponding. truss to be u Jed as valley truss only. ical webs sha I line up with truss top chords supporting this valley truss (within 3.0" center to center). chord load applied at 0-0-0 oc via valley trusses above. CASE(S) Stalidard 071 Truss Type Qty Ply Truss ROOF TRUSS 1 1 PBK1 s Sep 25 2007 w QTY (Total = 114). All Screws Are #12-14 T/3 3 2-3:2, 4-5:2,5-4:2 3-6:3 II 1 2-7-10 5-34 325USJD073x12 V) 44(Z mr--5LRE7 5 4 9" O.C. 6" 275USHDO57 w" 2-14 T/3 2-7-10 2-7-10 5-3-4 SCREW QTY CHORDS 2-6:2 Truss weight = 14 Ibs WEBS 6-3:3 LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/defl REW VALUE. (#12-14 T/3) TCLL' 20.0 Code TC 0.36 Vert(LL) n/a n/a 5 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.04 Vert(TL) n/a 7 5401b 073 6561b BCLL 0.0 WB 0.09 Horz(TL) 0.00 6621b BCDL 10.0 (Matrix) Min Length / LL de = 9 # nLa STEEL SECTION B ING TOP CHORD 35 US 035 50 *Except' IHOR, Shea d or -0-0 on center purlin spacing 1-4 W2 36�j� �USVJD 035 50 T ORD n center bracing 2-5 BOT CHORD 35 USd 035 50 WEBS 362 USII�D 035 50 REACTIONS attsize/rrlpterial)1/5-3-4/UKN, 5/5-3-4/UKN, 2/5-3-4/UKN, 6/5-3 UKN Max Dovvv�VVVJn 1=74(load case 1), 5=187(load case 3), 2=86(lo case 2), 6=464(load case 3) Max Up f 1=-89(load case 2), 5=-292(load case 2), 2=-7(load case 3), 6=-720(load case 2) Max Howl ontal 2=-7(load case 4), 6=6(load case 1) FORCES (lb) Max. Compression Force TOP CHORD 1-2=-2iI� 2-3=-447, 3-4=-151, 4-5=-163 BOTICHORD 2-6=-6.1'5-6=-1 1) TF'is truss designe Building, I = 1.00 , Vertical is not exp 2) Horizontal o load ap d6sign of which st 3) This truss to be u: 4) Top chord load ap LOAD CASE(S) Sta rith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 18.63 sq. ft., 0.6 DL applied. The Right End d to Wind. Design Velocity Pressure, qh = 42.94 psf. d to this truss resulting from the standard wind load, equal to 451 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. as valley truss only. d at 0-0-0 oc via valley trusses above. 0710017 ROOF TRUSS I 1 12 I PBK2 s Sep 25 , LLC Mon SCREW QTY (Tot CHORDS 2-3:2, 4 WEBS 3-6:2 QTY i 2-6:2 6-3:2 LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 STEEL SECTION TOP CHORD 35 l W2 BOT CHORD 35 t WEBS 362 REACTIONS QUsi2 Max Max Max FORCES (lb) Max. TOP CHORD 1-2= BOif CHORD 2-6= to be design = 1.00 not exl load a which s to be L load a (S) Sb = 12 ). All Screws Are #12-14 T/3 ,:2. 5-4:2 2-7-10 2-7-10 2-7-10 5-3-4 325USJD073x12 C3) *� 17- -t . Scrims, 6" 275USHDO57 48" 0 C . vd*AM 2-14 T/3 2-7-10 2-7-10 5-3-4 SPACING 4-0-0 CSI DEFL (in) (loc) I/deft Code TC 0.18 Vert(LL) n/a n/a FBC/AISI BC 0.02 Vert(TL) n/a n/a WB 0.05 Horz(TL) 0.00 n/a� (Matrix) Min Length / LL deft = BRACIN 035 50 *Except* TOP D She hed o USWD 035 50 T C 4-0-0 a to 03550 WD 035 50 aterial)1/5-3-4/UKN, 5/5-3-4/UKN, 2/5-3-4/UKN, 6/5-3-4/UKN in1=74(load case 1), 5=187(load case 3), 2=86(load case ), 6=464(load case 3) ft 1=-89(load case 2), 5=-292(load case 2), 2=-7(load case 3), 6=-720(load case 2) zontal 2=-7(load case 4), 6=6(load case 1) repression Force , 2-3=-447, 3-4=-151, 4-5=-163 5-6=-1 Truss weight = 29 Ibs kLUE. (#12-14 T/3) 046 4501b 073 6561b -0 on center purlin spacing 1-4 bracing 2-5 nected together with #10-16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 18.63 sq. ft., 0.6 DL applied. The Right End ed to Wind. Design Velocity Pressure, qh = 42.94 psf. ad to this truss resulting from the standard wind load, equal to 451 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the I be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. i as valley truss only. led at 0-0-0 oc via valley trusses above. Job I St.Lucie Oaks Commercial Center Truss Type City Ply Truss )710017 ROOF TRUSS 1 1 R3 The M i narch Company 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Mon Apr 28 10:30:24 2008 Page 1 SCREW CITY (Total = 76 ). All Screws Are #12-14 T/3 CHORDS 1-11:2, 4-31 4-5:25-7:2, 7-5:5, 11-1:2 WEBS 1-10:5, 2-9: j 2-1D, 3-8:4, 3-9:2, 4-7:4, 4-8:3 3-0-0 4-4-8 4-4-8 2-3-0 3-0-0 7-4-8 11-9-0 14-0-0 325US96073x8 4 2 2 z 5.00 12 2 3 4 4 N ! 2 co \\A 6 `n �\ 2 4 \\ 7 4 5) 10 2 `c4 3 4 U 11 10 G 3K 9 8 7 2-0-0 1-0-0 4-4-8 4-4-8 2-2-2 O-QT14 2-0-0 3-0-0 7-4-8 11-9-0 If 1-2 14-0-0 SCREW QTY WEBS 7-4:4, 8-3: , 8-4:3, 9-2:4, 9-3:2, 10-1:5, 10-2:10 Truss weight = 68 Ibs LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc t defl SC W VALUE. (#12-14 T/3) TCLL. 20.0 Code TC 0.78 Vert(LL) 0.0 999 035 2561b 046 4501b TCDL 15.0 FBC/AISI BC 0.36 Vert(TL 0.0 10-11 057 5401b 073 6561b BCLL 0.0 WB 0.23 Ho 0.7 n 097 6621b BCDL 10.0 (Matrix) in n t / LL tl # STEEL SECTION \VBRA'TOP'CHORD 35 USD 035 50 *Except* � s ORD Sheathed or 2-0-0 on center purlin spacing 1-4, 4-6 W1 364C USWD 035 50, W9 362 USWD 035 50 f CHORD 4-0-0 on center bracing 11-7 BOTjCHORD 35 US4i 035 50 WEBS 362 US D 035 50 REACTIONS QUsize/r¶' terial)7/0-4-0/USKW, 10/2-0-0/CMU Max DoWn 7=952(load case 3), 10=1550(load case 1) Max Uplift 7=-1132(load case 2), 10=-2455(load case 2) FORCES (lb) Max. Cdl pression Force TOPICHORD 1-11=-97, 1-2=-1120, 2-3=-862, 3-4=-446, 4-5=0, 5-6=0, 5-7=-175 BOT CHORD 10-11_0, 9-10=-264, 8-9=-995, 7-8=-362 WEBS 1-10=- 68, 2-10=-1319, 2-9=-955, 3-9=-191, 3-8=-859, 4-8=-428, 4-7=-869 NOT' S 1) This truss has beJ, designed for unbalanced loading conditions. 2) This truss designed' with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , f Cz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 65.33 sq. ft., 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load ap�lied to this truss resulting from the standard wind load, equal to 1247 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shpll be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) Provide adequate �rainage to prevent water ponding. 5) 35USKW attachedi,to truss at Joint 7 with 5 410 sds. Refer to Aegis detail US2US-1. 6) Top chord load appllied at 0-0-0 oc via valley trusses above. LOADCASE(S) StalCard "i !I 0017 16-32 s ROOF TRUSS 11 11 1 RG Tue Aar 29 SCREW QTY (Total = 422 ). All Screws Are #12-14 T/3 CHORDS 1-2:4, 4-3:29, 4-5:31, 6-5:31, 6-7:29, 9-8:4 WEBS 2-15:2 , 2-16:23, 3-14:9, 3-15:11, 4-13:5, 4-14:7. 5-13:2. 6-12:7, 6-13:5. 7-11:11, 7-12:9. 8-10:23, 8-11:23 3-0-0 3-4-8 3-4-8 4-3-0 4-3-0 3-4-8 3-4-8 3-0-0 3-0-0 64-8 9-9-0 14-0-0 18-3-0 21-7-8 25-0-0 28-0-0 5.00 12 525US JD073x10 525USJD073x1O USJD073x6 16 15 14 13 12 11 'C8K O I� 0 10 7OOUSJD073x6 C8K 2-0-0 1-0- 3-4-8 3-4-8 4-3-0 4-3-0 3-4-8 3-4-8 2-0-0 3-0-0 6-4-8 9-9-0 14-0-0 18-3-0 21-7-8 25 28-0-0 SCREW QTY CHORDS 1-16:6, 9-10:6 WEBS 10-8:1 11-7:11, 11-8:13, 12-6:10, 12-7:9, 13-4:5, 13-5:2, 13-6:5, 14-3:9, 14-4:10, 15-2:13, 15-3:11, 16 3 Truss weight = 187 Ibs LOADING (psf) SPACING 4-0-0 CSI jQE i ) (10 I/d SCREW VALUE. (#12-14 T/3) TILL 20.0 Code TC 0.84 ( L) 12-13 035 256lb 046 4501b TQDL 15.0 FBC/AISI BC 0.89 ) 13-14 >999 057 5401b 073 6561b B4LL 0.0 WB 0.96 H 10 n/a 097 6621b BCDL 10.0 (Matrix) Mi gf / LL deft = 240 # STEEL SECTION BRACING TOP CHORD 55 USD 035 50 TOP CHORD Sheathed or 2-0-0 on center purlin spacing 1-4, 4-6, 6-9 BOT CHORD 35 USD 073 50 BOT CHORD 4-0-0 on center bracing 1-9 WEBS 362 USWD 035 50 `Except' W1 662 USWD 057 50, W2 362 USWD 046 50, W12 362 USWD 046 50 W13I362 USWD 057 50 REACTIONS (jt/siz /material)16/2-0-0/CMU, 10/2-0-0/CMU Max 1, own 16=3850(load case 1), 10=3850(load case 1) Max Lplift 16=-6593(load case 2), 10=-6593(load case 2) FORCES (Ib) Max. ompression Force TQ P CHORD 1-2= 89, 2-3=-3541, 34=4471, 4-5=-4654, 5-6=4654, 6-7=-4471, 7-8=-3541, 8-9=-889 BOT CHORD 1-16T-154, 15-16=-139, 14-15=-4400, 13-14=-6125, 12-13=-6125, 11-12=-4400, 10-11=-139, 9-10=-154 WEBS 2-16T-3542, 2-15=-5690, 3-15=-1535, 3-14=-2296, 4-14=-1692, 4-13=-1110, 5-13=-425, 6-13=-1110, 6-12=-1692, 7-12=-2296, 7-11=-1535, 8-11=-5690, 8-10=-3542 1) This truss has begin designed for unbalanced loading conditions. 2) This truss design d with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification 11, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 r Kz = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 259.69 sq. ft., 0.6 DL applied. Design Velocity Pressure, qh = 42.94 psf. 3) For truss to truas`connection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). 4) Provide adequat drainage to prevent water ponding. 5) Load case(s) 1, 2 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Attach 35USGP 12" at location of tie-in trusses - See detail U32US-3B.1 7) Special connections required at joints 14, 12, 8) Top chord load applied at 0-0-0 cc via valley trusses above. LOAD CASE(S) 1) ,Live: Uniform Loads (p f) Vert: 1-2 -140.0, 2-3=-140.0, 3-4=-140.0, 4-5=-70.0, 5-6=-70.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 1-16=-40.0, 15-16= 4��0, 14-15=-40.0, 13-14=-194.4, 12-13=-194.4, 11-12=-40.0, 10-11=-40.0, 9-10=40.0 Concentrated Loads (lb) Vert: 14= i 187 12=-987 2) Wind 1 C&C: Uniform Loads (p� Vert: 1-2- 36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-26.0, 5-6=-26.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 1-16=-24.0, 15-16=-24.0, 14-15=-2 10, 13-14=-62.4, 12-13=-62.4, 11-12=-24.0, 10-11=-24.0, 9-10=-24.0 Normal: 1 2=237.1, 2-3=237.1, 3-4=237.1, 4-5=-20.0, 5-6=-20.0, 6-7=237.1, 7-8=237.1, 8-9=237.1, 1-16=347.0, 13-14=461.8, 12-13=464.8, 9-10=347.0 Concentrated Loans (lb) Vert: 14=2357 12=2357 3) Wind 2 C&C: ;ontinued on page 2 0017 Truss Type �Qty Ply Truss ROOF TRUSS 1 1 RG The Monarch Com "any 7.16-32 s Sep 25 2007 Aegis Metal Framing, LLC Tue Apr 29 14:18:07 2008 Page 2 LOAD CASE(S) Uniform Loads (,� If) Vert: 1-2=-36.0, 2-3=-36.0, 3-4=-36.0, 4-5=-6.0, 5-6=-6.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 1-16=-24.0, 15-16=-24.0, 14-15=-24.0, 13-14=-100.9, 12-13=-100.9, 11-12=-24.0, 10-11=-24.0, 9-10=-24.0 Normal: I1-2=-82.5, 2-3=-82.5, 3-4=-82.5, 4-5=-83.4, 5-6=-83.4, 6-7=-82.5, 7-8=-82.5, 8-9=-82.5, 1-16=408.8, 13-14=35.2, 12-13=35.2,_ 9-10=408.8 Concentrated Loads (lb) Vert: 14ib. 1-349 12=-349 4) Dead: Uniform Loads If) Vert: 1--60.0, 2-3=-60.0, 3A=-60.0, 4-5=-30.0, 5-6=-30.0, 6-7=-60.0, 7-8=-60.0, B-9=-60.0, 1-16= 40.0, 15-16= 40.0, 14-15= 40.0, 13-14=-116.9, 12-13=-116.9, 11-12=-0, 10-11=-40.0, 9-10=40.0 Concentrated Loads (lb) Vert:141-54812=-548 5)11stunbalanced give: Uniform Loads (plf) Vert: 1- 1-140.0, 2-3=-140.0, 3-4=-140.0, 4-5=-70.0, 5-6=-70.0, 6-7=-60.0, 7-8=-60.0, 8-9=-60.0, 1-16=-40.0, 15-16=-40.0, 14-15=-40.0, 13-14=-194.4, 12-13=-194.4, 11-12=- b.0, 10-11=-40.0, 9-10=-40.0 Concentrated L ads (lb) Vert: 14 L98712=-987 6) 2nd unbalanced Dive: Uniform Loads (plf) Vert: 14 L60.0, 2-3=-60.0, 3-4=-60.0, 4-5=-70.0, 5-6=-70.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 1-16=-40.0, 15-16=-40.0, 14-15=40.0, 13-14=-194.4, 12-13=-194.4, 11-12=-% .0, 10-11=40.0, 9-10=-40.0 Concentrated Lc ds (lb) Vert: 14: 987 12=-987 i I AF 0.? I � �I Job COMMON 11 11 I RG1 SCREW QTY (Total = 222). All Screws Are #12-14 T/3 CHORDS 1-17:2,It-4:11, 5-6:9, 9-10:2, 10-9:2, 17-1:2 WEBS 1-16:4,-15:12, 2-16:19, 3-14:4, 3-15:2, 4-14:3, 5-13:3, 5-14:6, 6-13:3, 7-12:6, 7-13:2, 8-11:14, 8-12:8, 9-11:4 3-0-0 4-10-8 4-0-0 2-1-8 2-1-8 4-0-0 4-10-8 3-0-0 3-0-0 7-10-8 11-10-8 14-0-0 16-1-8 20-1-8 25-0-0 28-0-0 5.00 12 325U1:i64073x8 5 6 I' 00 0 17 16 15 14 13 12 11 C6K C 6 NC, 2-0-0 1-0-q 4-10-8 4-0-0 4-3-0 4-0-0 4-10-8 1-0-9 2-0-0 2-0-0 3-0-0 7-10-8 11-10-8 16-1-8 20-1-8 25-0-0 26-0-0 28-0-0 SCREW QTY WEBS 11-8:17, 11-9:4, 12-7:6, 12-8:8, 13-5:3, 13-6:3, 13-7:2, 14-3:4, 14-4:5, 14-5:6, 15-2:12, 15-3:8, 16-1:4, 16-2:22 Truss weight = 161 Ibs LOADING (psf) SPACING 4-0-0 CS] DEFL (in) (loc) I/deft W VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.87 Vert(LL) 0.17 14-15 > , 03 561b 046 4501b TCDL 15.0 FBC/AISI BC 0.74 Vert(TL) 0.15 9 057 Olb 073 6561b BCLL 0.0 WB 0.98 Horz(TL) -0.031 / ?=*., 097 6621b BCDL 10.0 (Matrix) Min Le�g#h / LL 2 tt STEEL SECTION TOP CHORD 35 U W1) BOT CHORD 35 U WEBS 362 W3( W13 B ) 046 50 'Except' TO ORD Sheathed or 2-0-0 on center purlin spacing 1-5, 5-9 USWD 035 50, W16 362 USWD 035 50 OT D 4-0-0 on center bracing 17-10 ) 046 50 ;WD 035 50 `Except' USWD 035 50, W4 362 USWD 073 50, W8 362 USWD 0 50 32 USWD 046 50, W14 60 USWD 035 50 of/sizef aterial)16/2-0-0/CMU, 1 1/2-0-0/CMU Max D 16=3206(load case 1), 11=2795(load case 1) Max Uplift 16=-5538(load case 2), 11=-4302(load case 2) Max. 1-17 116-1 1-16 9-11 1) This truss has bee 2) This truss designe Building, I = 1.00 , \%rtical and Right 3) For truss to truss c is' delegated to the 4) Lvad case(s) 1, 2 1 truss. 5) Attach 35USGP x 6) Top chord load apl LOAD CASE(S) Star 1) Live: Uniform Loads (plf, Vert:1-2=' 15-16=-40.' Concentrated Load Vert: 15=-5 2) Wind 1 C&C: Uniform Loads (plf) Vert: 1-2=-: 14-15=-24.i Normal: 1 10-11=347. Concentrated Load Vert: 15=1 f mpression Force 06, 1-2=-950, 2-3=-3233, 3-4=-2938, 4-5=-2869, 5-6=-2615, 6-7=-2679, 7-8=-2644, 8-9=-958, 9-10=-509 0, 15-16=-209, 14-15=-3907, 13-14=-2288, 12-13=-2281, 11-12=-192, 10-11=-0 12, 2-16=-2939, 2-15=-5134, 3-15=467, 3-14=-377, 4-14=410, 5-14=-2588, 5-13=-504, 6-13=409, 7-13=-376, 7-12=-694, 8-12=-3427, 8-11=-2528, 94 designed for unbalanced loading conditions. with ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed i = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 258.53 sq. ft., 0.6 DL applied. The Left End nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. nnection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) uildinc designer_ been modified. Building designer must review loads to verify that they are correct for the intended use of this 2" at location of tie-in trusses - See detail US2US-3B.1 ed at 0-0-0 oc via valley trusses above. and Except: 0.0, 2-3=-140.0, 3-4=-140.0, 4-5=-140.0, 5-6=-140.0, 6-7=-140.0, 7-8=-140.0, 8-9=-140.0, 16-17=40.0, 14-15=40.0, 13-14=40.0, 12-13=40.0, 11-12=-40.0, 10-11=40.0 (lb) ? 14=-423 .0. 2-3=-36.0, 3-4=-36.0, 4-5=-36.0, 5-6=-36.0, 6-7=-36.0, 7-8=-36.0, 8-9=-36.0, 16-17=-24.0, 15-16=-24.0, 13-14=-24.0, 12-13=-24.0, 11-12=-24.0, 10-11=-24.0 237.1, 2-3=237.1, 3-4=237.1, 4-5=237.1, 5-6=237.1,'6-7=237.1, 7-8=237.1, 8-9=237.1, 16-17=347.0, 4=1132 Job 7 61 Truss ROOF TRUSS 11 11 1 RG2 QTY (Total T� 115 ). All Screws Are #12-14 T/3 i 1-11:2, 3-2:4, 3-4:4, 5-7:7, 7-5:8, 11-1:2 1-10:4, 2-�,:9, 2-10:7, 3-8:5, 3-9:5, 4-8:2, 5-8:8 3-0-0 =nnf4� 4-9-0 7-9-0 325USf073x8 4-0-0 , 2-3-0 11-9-0 14-0-0 2-0-0 1-0-0 4-9-0 4-0-0 2-2-2 0- 14 2-0-0 3-0-0 7-9-0 11-9-0 13-11-2 14-0-0 SCREW CITY WEBS 8-3:5, 8 41?, 8-5:8, 9-2:9, 9-3:6, 10-1:4, 10-2:14 Truss weight = 79 Ibs I LOADING (psf) SPACING 4-0-0 CSI DEFL (in) (loc) I/deft SCREW VALUE. (#12-14 T/3) TCLL 20.0 Code TC 0.85 Vert(LL) 0.11 8-9 >999 035 561b 046 4501b TCDL 15.0 FBC/AISI BC 0.97 Vert(TL) 0.09 8-9 >999 7 401b 073 6561b BCLL 0.0 WB 0.53 Horz(TL) -0.01 7 n/a 621b BCDL 10.0 (Matrix) Min Length / LL defl = 240 # STEEL SECTION I BRACING TOP CHORD 35 US 046 50 *Except* TOPC� ORD heathed r center purlin spacing 1-3, 3-6 '10 ` W1 36�USWD 035 50, T2 35 USD 035 50, W9 362 USWD 035 50 B C�IORD -0 o r'ente racing 11-7 BOT CHORD 35 US 035 50 WEBS 362 USA D 035 50 *Except* W3 36h USWD 057 50 REACTIONS Qt/size/rp1atenal)7/0-4-0/USKW, 10/2-0-0/CMU Max Doikn 7=1332(load case 1), 10=1925(load case 1) Max Up`jft 7=-1847(load case 2), .10=-3501(load case 2) FORCES (lb) Max. C II IlQfnpression Force TOP CHORD 1-11=-d113, 1-2=-1014, 2-3=-1373, 3-4=-679, 4-5=-679, 5-6=0, 5-7=-1257 BO- CHORD 10-11ij-0, 9-10=-193, 8-9=-1815, 7-8=-2 WEBS 1-10=- 96, 2-10=-1716, 2-9=-2147, 3-9=-1058, 3-8=-600, 4-8=-366, 5-8=-2055 NOTES 1) This truss has bee 'designed for unbalanced loading conditions. 2) This truss designedi, lwith ASCE 7-02 wind load as referenced by FBC . V = 140 mph, C&C Method, Building Classification II, h = 33.8 ft., Exposure Category C, Enclosed Building, I = 1.00 , k z = 1.01 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 7.90 ft. using a top chord tributary area of 65.33 sq. ft., 0.6 DL applied. The Left End Vertical and Right nd Vertical are not exposed to Wind. Design Velocity Pressure, qh = 42.94 psf. 3) Horizontal load appied to this truss resulting from the standard wind load, equal to 802 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the d'sign of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) For truss to truss connection(s) of concentrated load(s) shown refer to Aegis Detail Series US2US. Special connection(s) required for other type load(s). Design of connection(s) isj delegated to the building designer. 5) P.�.ovide adequate rrainage to prevent water ponding. 6) 35USKW attached to truss at Joint 7 with 8 410 sds. Refer to Aegis detail US2US-1. 7) Load case(s) 1, 2, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Attach 35USGP x I2" at location of tie-in trusses - See detail US2US-3B.1 9) Top chord load ap led at 0-0-0 oc via valley trusses above. LOAD CASE(S) 1) Live: Uniform Loads (pl Vert: 1-2=- 40.0, 2-3=-140.0, 3-4=-70.0, 4-5=-70.0, 5-6=-70.0, 10-1 1=-40.0,9-10=-40.0, 8-9=-149.4, 7-8=-149.4 Concentrated Loa (lb) Vert: 9=-5 2 2) Wind 1 C&C: Uniform Loads (plo, Vert: 1-2=- 6.0, 2-3=-36.0, 3-4=-26.0, 4-5=-26.0, 5-6=-26.0, 10-11=-24.0, 9-10=-24,0, 8-9=-49.9, 7-8=-49.9 Normal: 1- 252.9, 2-3=252.9, 3-4=2.2, 4-5=2.2, 5-6=-239.9, 10-11=347.0, 8-9=344.9, 7-8=344.9 Concentrated Loads (lb) Vert: 9=1311, 3) Wind 2 C&C: on page 2 Job 0710017 St.Lucie Oaks Commercial Center 7.16-32 s Truss Type �Qty Ply Truss ROOF TRUSS 1 1 RG2 2008 LOADICASE(S) Uniform Loads (plf) Vert: 1-2=-31 Normal: 1-2= Concentrated Loads Vert: 9=-195 4) Dead: Uniform Loads (plf) Vert: 1-2=-61 Concentrated Loads Vert: 9=-307 5.) lst'unbalanced Live, Uniform Loads (plf) Vert: 1-2=-1 Concentrated Loads Vert: 9=-552 6) 2n unbalanced Live Uniform Loads (plf) Vert: 1-2=-6( Concentrated Loads Vert: 9=-552 I i , 2-3=-36.0, 3-4=-6.0, 4-5=-6.0, 5-6=-6.0, 10-11=-24.0, 9-10=-24.0, 8-9=-75.9, 7-8=-75.9 B.8, 2-3=-88.8, 3-4=-86.6, 4-5=-86.6, 5-6=-18.1, 10-11=322.0, 8-9=26.1, 7-8=26.1 2-3=-60.0, 3-4=-30.0, 4-5=-30.0, 5-6=-30.0, 10-11=-40.0, 9-10=-40.0, 8-9=-91.9, 7-8=-91.9 2-3=-140.0, 3-4=10.0, 4-5=10.0, 5-6=10.0, 10-11=-40.0, 9-10=-40.0, 8-9=-149.4, 7-8=-149.4 2-3=-60.0, 3-4=-70.0, 4-5=-70.0, 5-6=-70.0, 10-11=40.0, 9-10=-40.0, 8-9=-149.4, 7-8=-149.4 m N �i Nil III` MAMMUM CAPAWY Q11000 L.DS UPLWTD FASTENER CONCRETE H EDGE DO T. EMBED D $12 SDS UPUPLIFTM IENGT (pal) (In.) (In.) TEKSCRE S (29i DIS. X 2 �� 4000 1.5 1-3/4w 4 10004 TAPCONS VA F=(dU8 (OR r +fY err (4) #12 SDS — 423HD14 +-+? S'r (2) Il 4N q�tW�Minn0r� ( 423HD94 (1) 42 3HDD I4 (4060 PSI Concrete) C0NClR1ET R NOTES 1.E CONCRETE MTO� 2) /4° X� TOAPC®NS AND 4) 612 TEK SCREWS CLIP O 00 PSI) RUSS. 2. THIS CONNECTION IS FOR LIGHT GAUGE STEED TRUSS TO CONCRETE AT EACH LOCATION WHERE CONNECTION C1 FL 0 CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR DOSE WHERE CONDITIONS COST AND UPLIFTS ARE 1000 LBS OR LESS. S. MINIMUM TEFL SCREW SPACING AND EDGE DISTANCE a 6/8' 4. MINIMUM CONCRETE THICKNESS � 1.3 X EMBEDMEFIT DEPTH OR Bw NnM HCHEV[ER IS GREATER. 5. WARN0NC,: WEB OR HEEL STIFFENER BUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 4 - $12 SDS MAY BE USED FOR ALL 8=DFLI FT CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DCESMN THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. TE OF FLOIkIDA PROFESSIONAL ENGINEER IF. LED ERER P.E. F LO A P.]E.#41917 16500 VAIN c�®c�H B LVD. � CHEF, FL. 33470 ) #12 SDS 123HD14 IPW Fasterve W equal) PSI Concrete) i ��♦�`I mim-1 TF-1M(®NA71 CH COMPANY COLD FORMED METAL TRUSS FABRICATION AND INBlAiLATION 4001 SE COMMERCE AVENUE STUART, FLORIDA 34997 772-283-4001 / FAX 772-28.3-3999 QUOTESQTHEMONARCHCOMFANY.COM Sheet 1Fff®DeCt# STD D ETAM 1 I DRAWN BY: J.GAFFNEY ( I Y Iw=1-1 I " 16500 MAXIMUM (CAPACITY (2000 LBS UPLIFT) FASTENER �ONCR TEE STRENGTH SEDGE DIST. EMBED#12 SD8 UPLIFT I�dh (pal) (h.) QI�.� TEKSCREWS CLIP TOTRU (4v� ®a u 2' 4000 1.5 77 20009 TAPCONS Offs EQUAL 912 SDS II W BUI DER 1/4' DIS. R 2' TAPCONS (OR EQUAL) r 1.5, Min. (4000 PSI Cenaete) CONCRETE NOTES 1. CONCRETEE WITH Q4 1/ CONNECTION APGONS AN Q7I),992 TE SCREWS CUP TO 5�RUSS oo PSI) 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS T® CONCRETE AT EACH LOCATION WHERE CONNECTION C2K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOUR USE WHERE CONDITIONS EMST AND UPLIFTS ARE 2000 LBS OR LESS. 3. MINIPdJO<9M TELL SCREW SPACING AND EDGE DISTANCE _ 5/8" 4. MINIMUM CONCRETE THICKNESS = 1.3 X EMBEDMENT DEPTH OR 3" WHICHEVER IS GREATER. 5. WARNING: WES OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS GREOQ,DIGRED FOR THE TRUSS UPLIFT REACTION 7 - 012 SDS MAY BE USED FOR ALL UFLIfr;T CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE POSCE OIL ANCHOR DESIGN ONLY. IT M THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING TO RESIST UPLOFT AND GRAVITY LOADS. M2 SDS SHD14 N BUILDER 1/V DIS. X 2' PCONS (OR EQUAL) 1.5' Min -SI Concrete) A PROFF451ONAL ENGINM LEDTMER P.E. )A ]P,E.#41917 kCHER, IFL. 33470 422-3215 THF, MONARCH Co /J COLD FORMED METAL TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORIDA 34997 772-283-4001 / FAX 772-283-3999 QUOTPS@aI EMONARCHCOMPANY.COM Sheet p>r®Dect# STD DETAIL 3 DRAWN BY: J.GAFFNEY C2K m CLIP BOTH STATE OF I T= nNiR. rT TP IRA C14 STDIR, o MAXIMUM CAPACITY (3000 LDS UPLIFT) 1500 Lbs EACH CLIP FASTENER CONCRETE TE STRENGTH EDGE DIS T. EMBED #12 SDS UPUFrP cup TOTAL UPLIFT Mi h (pQ (In.) (6n.) TE)C SCREWS CUP T® TRUSS (31/ Die.X2' 14000 1.5 9-3/4°9 5 95000 3000# TAPCONS OR EQUAL #12 SOS (3) ITW BUILDEX 114' DIa. X 2' TAPCONS (OR EQUAL) 71.5° mn. (4m PSI Conac°t0) — (5) 012 SDS — 426ND14 (3) ITW BUILDEX 114' Dla. X 2' TAPCONS (OR EQUAL) 71.5' Mom 0—ta) CONCRETI AN&I 1. 3m�i� � f IAa; UPLIFT CI�INNECTIUN US?IUI�, ,A I �f� �"� CLIP FtiSTENED TC� fiIIN-10'�'l�i �.SI C NC;REN H (3) 1 a' X ,,. P Of �Pf1�,5` ars iSI Sr.hH�`,5 EA(,H :;Lii'° RUSti t I HIS CCi�NNH�; I InN IS �(i)I � LIGH I (CAI I;� E � I f=EL I I tUS� I �� i.C�)NCI �t I E AT EAR H L��GATIC�IN WHERE �.�1�JNE�:TI��i�1 �; 3K I'; CALLEC�I C�II IT ��N THE INCIV IC�'UAL TRI�'S� ENG'�IEERIf1G .SHEETS �� TRUSS G��fJNEG-CJR LAYC)UT THIS Cwf`�(\IEC,TICf�N IS FCIR IJSE WHERE ;�C��f�1CIITI�INS EXItiT ANC �IPLiFTS ARE .�4'�� LES C�lR LEtiS l fllfll\11Jf,1 TEI'; �;�.REiV `;�'ACIf IAf IC' EC��E �'I_;TANI�E = 5 i" -1 �'ilNlf IUD CLfICR�T� TI IICK�I�SS - 1 ?. �fill?Sfi1f�1SNT ��PTI I OOR ;" N/I IICI I�V��R IS GRi AT�R �; ',`JARNINC; VIES ��R HEEL STIFFENER f/lll`T LE ATTACHELTC) THE BC�iTTCiIf (H(�)RC� AS RE«1lJIRE@ F��R THE TRl ISS l IPLIFT REACTIC�IN 5 �1� .SDS f�IAY 5E USEC` F�)R AI I UPI !�T CAPACI � I��'..I 1�7WN THIS INF(�RI IATICIN IS FCi�R THE PIJRF'C1S_E t�F ANCH(�)R DESIGN �7fJL 1. IT IS THE I'tEtil"f�iNSILILI I Y" C�F 1 Hf= SfJGIf`J�EI� nF I,�C�i>lil� ICl� L�E51�.N I HE �;EAIiINC; TC�i I';T UPLIFT p.11 :GRAVITY 7. LED ER ER P.E. DA P.IE.#41917 AC H F, E, FL. 33470 -422-3215 iuA Wl 'ICff-][]E MONARCH C®I%'At@TY COLD FORMED METAL TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORMA 34997 772-2834001 / FAX 772-263-3999 QUOTESQa THEZ 10NARCHCOMFANY.COM FrojeCt# .STD DE"..T°AM sneenl % DRAWN BY. J.GAFFNEY J K ^J CLIP BOTH MAXIMUM CAPACITY (4000 LES UPLIFT) 2000 Lbs EACH CLIP FA87ENER CONCRETE STRENGTH EDGE DIST. EMBED 092 SD8 UPUF"mcLIP TOTAL UPLIFT Mh (p31) (in.) (u�.➢ TEK SCREWS CLIP TO TRUSS (4v4 ®e. X a EX 4000 1.5 1-3/4w 7 20009 40®0 TAPCONS OR EQUAL 012 SOS (4) ITW BUILDEX 114' Dla X 2' TAPCONS (OR EQUAL) 71.6' Min. (4lm PSI Canvate) r au 41R l: ar 428HD'14 - (T)#12SDS — 42SHD14 (4) ITW BUILDEX 114- DI& X 2' TAPCONS (OR EQUAL) -d' 1.6' Min. PSI Canaale) CONCREC��'��tl oo��'� �OO TES 1=�,�(i,n a filA). UPLIFT CC�f�INECTIUN U`If�J�, ��. r��l:;•HC�-•l,'l.� CLIP FA'�TE�IEC�� T�i� NIIfJ ��n,�� P`;I 2. 7HIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO CONCRETE AT EACH LOCATION WHERE CONNECTION C4K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST LAND UPLIFTS ARE 4000 LBS OR LESS,. 3. MINIMUM TEK SCREW SPACING AND EDGE DISTANCE = 5/0" 4. MINIMUM CONCRETE THICKNESS = 1.3 X EMBEDMENT DEPTH OR 3' WHICHEVER IS GREATER. 5. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE LB07TOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 7 - fi 2 SDS MAY BE USED FOR ALL UFLIFT CAPACITIES SHOWN. (l I HIy III-nI3M-,I III (�f'J IS Ft�)li I H� I"Ulil"C�)ti� OOI- AN%HnP L��HSli:fv ONLY. I I IS IHt PE'.;P�I IEILITI" CIF THE E J��INEERTHE EEA 11f 110 IILI RESi`;T UPLIFT ANCs,I ��hA�/ITV L6I1AAAAM )WE OF FLORA PROFEZIONAL ENGINM FL.® A ]P.]E.#41917 16500 -V kN cGO G)F <l[ ]BLVD. II OXAFU, CACII-][]E]E, ]FL. 33470 3 Il-422-3215 i WWROVI � THR MONARCH COMPANY COLD FORMED METAL TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORIDA 34997 772283-4001 / FAX 772-283-3999 QUOTESQTM MONARCHCOMPANY.COM ' rProject# .STD DErAZ Sheet h / 01 DRAWN BY: J.GAFFNEY Il C4K WC5 CLIP T TS F. ( NIR (TIP R A cC'1H( WIN MGXWM CAPAUTY (5000 LBS UPLIFT) 2500 L bs EACH CLIP FASTENER STRENGTH STRENGTH Min. (paI) EDGE DI8T. (in.) EMBED#12 (in.) SDS TIEKSCREYVS CLIP TO TRUSS UPUFTPER CUP TOTAL UPLIFT (1)1/2"D XW RED r LARGE DIAMETER TA.PM18 ®R EQUAL) 4000 3 4-1/2' 9 2500# 012 SDS (1) ITW RED HEAD IDT-1250 ANCHOR (OR EQUAL) 73-92° Mln. (4000 PSI Conaete) w• aiv � w• 42SH014 CLIP BOTH SIDES (9) 012 SDS 428HD14 ITW RED HEAD LDT-1250 ANCHOR (OR EQUAL) � M' Mln. Conaele) JOW& uv- rA CONCRETE 1HA'D N o LeS�1. E000 0 MAX UPLIFT CONNECTION U MNEG S HD426 CLIP FASTENED T® (MIN 4000 PSCONCRETE WITH (1) 1/3e X Be ITW GRE®LELDT-1250 AND (0) 012 TEUS SCREWS EACH CLIP TO TRUSS. a. THIS CONNECTION IS FOR U,UGHT GAUGE STEED TRUSS TO CONCRETE AT EACH LOCATION WHERE CONNECTION CSK IS CALLED OUT ON THE INDIVIDUAL i TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS ARE 5000 LBS OR LESS. 3. MINIMUM TEK SCREW SPACING AND (EDGE DISTANCE _ 5/8' 4. MINIMUM CONCRETE THICKNESS m 1.3 X EMBEDMENT DEPTH OR 3° WHO CHEVEIR IS GREATER. 5. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED RED FOR THE TRUSS UPLIFT (REACTION 0 e 612 SDS MAY BE USED FOR ALL UDFLIFT CAPACITIES SHOWN. 0. THIS INFORMATION US FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT US THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING TO DESIST UPLIFT AND GGRAVrrY LOADS. STATE OFFLO A PROFESSIONAL ENGINM ]E�AlL��d T ARD ERER P.E. )FLOR DA IP.IE.#4b917 11 1L® AC)H[lE1E, FL. 33470 561-422-3215 I 1 W'30 l6 � THE MONARCH C]H[ a✓®M�ANY COID FORMED METAL TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORMA 34997 772.2834001 / FAX 772-283-3999 QUOTPS@TMMONARCHCOMPANY.COM p$OjCCt#.S111U'!ts'E1LLBM Sheet DRAWN BY: J.GAFFNEY SIDES I TSIR ONE CUP EACH SIDLE MAAMUM CAPACIN (6000 LBS UPLIT) 3C®® Labs EACH CL9P FA87ENE R CONCRETE STRENGTH tltl1 h (pd) CADGE DMT. (h) EMBED QO�e➢ #12 SDS TEK SCREWS CLIP TO TRUS tIPUFrPERCUP TOTAL UPLIFT (1) FIW RED HFAD LMIE'OETER TAPCOHS OR EQU ( ITW RED HEAD LDT-5850 ANCHOR (OR EQUAL) 7312' Min. (4000 PSI Concrete) 1. 1.19 , 41? S YC 426HD14 CLIP (8) #12 SDS -426HD14 I MIN RED HEAD LDT-1260 ANCHOR (OR EQUAL) AN ;III Min. PSI Concrete) got k-we%*91, CONCRETE NOTES 1. 6000 0 MAX UPLIFT CONNECTION USING 2) AEGIS HD426 CLIP FASTENED 5TO QMIN 4000 PSI CONCRETE WITH (1) 5/8' X 5e I� REHD LDT-5350 AND (10) *� 2 TEK SCLRE. 8 EACH CLI� TO TRUSS. 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO CONCRETE AT EACH LOCATION WHERE CONNECTION CSK IS CALLED OUT ON THE INDWOUA, TRUSS ENGINEERING SHEETS OR TRUSS CONNECTO6R.LAlYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS ARE 6000 LBS OR LESS. 3. MINIMUM TEK SCREW SPACING AND LEDGE DISTANCE a 5/8' 4. MINIMUM CONCRETE THICKNESS =1.3 X EMBEDMENT DEPTH OR Z' WHICHEVEGR IS GREATER. 5. WARNING: WEB OR HEEL STIFFENER MUST DE ATTACHED TO TIME BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 10 - #12 SDS MAY BE USED FOR ALL D, FLAT CAPACITIES SHOWN. G. THIS INFORMATION IS FOR 'i HE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIBILITY OF THE LENON ELER OF RECORD TO DESIGN THE ®LEADING TO RESIST UPLIFT AND GGRAVIfY LOADS. ERER P.E. FLO Dlk P.E,#41917 16500 [AN GOGH BLVD. °II'ACH E]E, FL. 33470 ¢1-422-3215 N-9��♦A', THF- lb][®1 AR(ClH[ (C01"ANY COLD FORMED METAL TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORIDA 34997 i 772.283-{W 1 / FAX 772-283-3999 QUOTHSQTFD�tONARCHCOMPANY.COM Street rProj=# STD DETAM DRAWN BY: J.GAFFNEY C6K /� i � Ifs i'�NTC�)IloDLT�'�IL I MIR ONE (CUP EACH SIDE MAXIMUM CAPACITY (8000 L[0S UPLIFT) 4000 Lbe EACH CLOP FASTENER V� CONCRETE STRENGTH ff�h (psi) EDGE DIST. (In.) COMBED Qo�°) 012 SDS TEKSCREWS cup ToTRus UPU"PERCUP roTALUPUPr (1)4"RED "® Xs3� 3/4 LARMDIA'NEIERTAPCONS ®R EQUAL 4000 3-1/2' 94 40000 SDS (1) ITW RED HEAD LDT-M62 ANCHOR (OR EQUAL) 731/2° PAIn. (m PSI C. =ele) 1.1 as 42(6HD144 (14)1712 SDS 426HD14 ITW RED HEAD LOT-W2 ANCHOR (OR EQUAL) �-TIT Min CONCRETE Q32W.CiLIP WO ` 9.EE{RED(4)92 ESRPM) CONCRETE UPLIFT CONNECTION 6 6' ITW D HEAD LDT-311TKCE S EACCLIP TO TRUSS. 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO CONCRETE AT EACH LOCATION WHERE CONNECTION C8K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS LEAST AND UPLIFTS ARE 8000 LRS OR LESS. 3. MINIMUM STfEK SCREW SPACING AND EDGE DISTANCE = 5/0" 4. MINIMUM CONCRETE THICKNESS =1.3 X EMBEDMENT DEPTH OR 3" WHICHEVER IS GREATER. [ER. 5. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED ED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS 03PLJFT REACTION 14 a @12 SDS MAY DP USED FOR ALL UFLIF T CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIBILITY OF THE (ENGINEER OF RECORD TO DESIGN THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. STATE OF FLO A PROFESSIONAL ENGINEER lF'. LED ERER P.E. FLO A ]P.IE.#4b917 I1 500 i ®Q�)E3[ IE�IL�. ]L® °]['ACH EIE, FL. 33470 5,¢Il-422-3215 ][]FIDE lbff®NAll.8C)E-3[ COMPANY COLD FORMED METAL TRUSS FABRICATION AND INSTAIIATION II 4001 SE COMMERCE AVENUE STUART, FLORMA 34997 772.2834001 / FAX 772-283-3999 QUOTESQTH E34ONARCHCOMPANY.COM Sheet I lPffoyect# STD DETAIL - D / �� DRAWN BY: J.GAFFNEY C8K 1000# STEEL ANCHOR DETAIL MAXIMUM CAPACITY (1000 LBS UPL7 T) FASTENER STEED EDGE DMT. ;M2 SDS o �JJpLI��f�� TYPE QOP1.� TEKSCREWS CLIP TO TRUSS (2) H LTO X-Ul9 0.167'° Dis. X 3/4' A° S ITM A, 36 112m 4 10009 UNIVERSAL KNURLED SHANKFASTENERS (4) #12 SDS 423HD (2) HIS X-U19 PAF Edge DIsL =1/2" c �n 34' 1-Irz a Qi 42 3NDDi4 STEEL AN ATES 1. 1000 # MAX UPLIFT CONNECTION UMNG AEGIS H0423 (CLIP FASTENED TO ASS STEEL 19 TH (2) 0.157- X 3/4' X-U10 PAP AND (4) 911 TEK SCREWS CLOP TO TRUSS. 2. THIS CONNECTION 0S FOR LIGHT GAUGE STEEL TRUSS TO STEEL BEAM, ANGLE OR PLATE AT EACH LOCATION WHERE CONNECTION S1 K 0S CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION 9S FOR USE WHERE C®ND ONS EXIST AND UPLIFTS ARE 1000 LBS OR LESS. S. MINIMUM iTEK SCREW SPACING AND EDGE DISTANCE _ 5/8" 4. STEEL THICKNESS =1/4w T® 1/2' S. WARNING: WEE OR HEEL STIFFENER MIDST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED RED FOR THE TRUSS UPLIFT REACTION 4 - 012 SDS MAY BE USED ED FOR .ALL UPLIFT CAPACITIES SHOWN. S. THIS INFORMATION B FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT M THE (RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING TO RESIST UPLIFT AND GRAVITY LADS. IF. ]Tall—DRRE]R P.R. FLORIDA P.]E.#41917 D 7CACH E]E, FL. 33470 1-422-3215 i3 a .1, 61 #12 SDS 3HD i Hild Xd119 PAF Edge DIsL =1/2' THE MONARCH (COMPANY COLD FORMED METAL TRUSS FABRLCATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART. FWRIDA 34997 772-283-4001 / FAX 772-283-3999 QUOTESQa TELEMONARCHCOMPANY.COM Sheet project# SID DETAIL DRAWN BY: J.GAFFNEY ClK III STATE OF FLC KARL FLOIR 16500 d ILOXP b 5 i • KAMM M CAPACITY (2000 LEE UPLVFT) FASTENER STEEL EDGE OBT. 012 SDS Mf��f� IP TYPE (in.) TEKSCREWS CLT70TRUSS (3) HILTI X-1199 0.157m DIa. X 3/4" ASTM A 36 1 /21, 7 20300 UNWEtSALKNURLED SHANK FASTENERS (7)412SDS 4., - 426HD14 • (3) Hi]U X-1.119PAF +-vr Y Min. Edge Dist =11T Q 1 D 426III D0 4 }1 ` THIS �Ci)N�JEi;TI�N IS FC?R LIGHT GAUGE STEEL rf';i ISM TC` tiTEEL E'EaM AfJC;LE nR FL4TE AT EAR N LCi)v1TiCiN \NH ERE Cu)NNE�,TI�)N Soh Iti � ALLEC� ��llT C�N THE INDIVIDUAL TF?US'; Ef'JCINEERINt; ',HEFT; ��R TRI I`�� .��NfJE,,Tl7R LAY��I1T THI �NNECTI,11 IR USE WHEC ITNS EXIUT ANC UPLIFTS ARE =,�� 6� LE�� LESS 3. MINIMUM TEK SCREW SPACING, AND LEDGE DISTANCE = 5/8e 4. STEEL THICKNESS =1/4" TO 1/0' S. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED CHED TO THE [BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION Y - 012 SDS MAY BE USED FOR ALL UFLOFT CAPAUTI ES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE (RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. ]LeIED ERER P.E. )A ]P.IE.#419]17 q cGO GH BLVD. kC H[IEIE. FL. 33470 (7) 012 SDS - 426HD14 (3) Will X-EDNO PAF Edg• Not. =1/2° COLD FORMED METAL TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORIDA 34997 772-2834001 / FAX 772-283-3999 QUOTES@THEMONARCHCOMPANY.COM Sheet (Project# SM DETAM DRAWN BY: J.GAFFNEY C2K 1 MAXIMUM CAPACITY (3000 LBS UPLIFT) FASTENER STEEL EDGE DOT. #12 SDS MPL�FT TYPE Q061.➢ TEKSCREWS CUP TO TRUSS (4) Caul X-U99 0.157' Dia. X 3/4' ASTM A 365 t 1200 ® ®® UNNERSAL KNURL® SHANK FASTENERS i o (10) 012 SDS o ® (10) #12 SDS R �0 420HD14 0 0 428HD14 'M o • • (4) Hilti X-U19 PAF e o• (4) HiW X-U19 PAF ,r y,• Min. Edge Dist. =1/3° Min. Edge ®let. =1/2° I, (1) 426HDI4 W)TEKSCREWS STEEL1 34�ri0 MAXI IPI IF ONNEC Tl ' +�G � L IP FASTENED TO AS ��TEEMTH 4,0 -," a > Ul9PAF NS CLIP TO TRUSS. 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO STEEL BEAM ANGLE CAR PLATE AT EACH LOCATION WHERE CONNECTION S.SK IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING G SHEETS; OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS ARE 3000 LBS OR LESS 3. MINIMUM TEK SCREW SPAOONG AND (EDGE DISTANCE o 5/0• 4. STEEL THICKNESS =1/4w TO 1/2' 6. WARNING: WES OR HEEL STOG FENCER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 10 - 412 SDS MAY BE USED POGO ALL UFL0Fr CAPACITIES SHOWN. 6. THIS INFORMATION 0 FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT 0 THE RESPONSIBILITY Y OF THE ENGINEER ECER OF RECORD TO DESIGN THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. SPATE OF R91 RA PROFESSIONAL FNGDM, F.R[-RIDERBRER P.E.F LOI '?A P.lE.#41917 16500�GOGHBLVD. L® 'CHEE, FL. 33470 422-3215 'ui i wh♦5`I its °) HIE MONARCH H[ COMPANY COLD FORMBD MBTALTRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCEAVENUE STUART, FLORIDA 34997 772-293-l / FAX 772-283-3999 QUOTPS@T MMONAACHCOMPANY.COM l rojeet# STD DETAIL weal DRAWN BY. J.GAFFNEY C USE ONE CLIP EACH SMOTE MMIMUM CAPACITY (4000 LBS UPLIFT) 2000 LBS EACH CLIP. FASTENER PERCLIIP STEEL EDGE TEcSgl s UPLIFT PER CUP TYPE DIST. (In.) CLIP TO TRUSS TOTAL TOTAL TOTAL (3) HOLTI X=U19 /�w ®® 09 0.1 57" Diaz. X 3/4" ASTM A 36 UNIVERSAL KNURLED SHANK FASTENERS X-u19 14 4000 CLIP 90TH &DES y (7) 0 12 9 426HD (3) HIM Min. E ST L 1. 40000 MAX UPLIFT WITH (3) 0.157° X 3/4 2. THIS CONNECTION 0 FOR LIGHT GAUGE STEED TRUSS TO STEEL BEAD, ANGLE OR PLATE AT EACH LOCATION WHERE CONNECTION 84K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS (EXIST AND UPLIFTS ARE 4000 LBS OR LESS. S. MINIMUM TEK SCREW SPACING AND (EDGE DISTANCE a 5/8' 4. STEEL THICKNESS o 1/4" TO 1/2" 5. WARNING: WES OR HEEL STIFFENER MUST BE A17ACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 7 - 012 SDS MAY BE USED FOR ALL UFUFT CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESMN ONLY. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. (7) 012 SOS 426HD14 3) HIM X-EDNI PAIF Mn. Edge DIsL =1/2' STATE OF FF�, §I0NAL PAIGINE� F. IL]EDIRRIE � F.E. �FLO A]P.IE.#41917 100 TAT GOGIH[ BLVD. IOXA1 4TACHR E, FL. 33470 161-422-3215 ffi�•�`I� THE MONARCH CONEPANY COLD FORMED =ALffiRCETRUSS FAHSTUART,FLO MA-MlAT[ON � 4003 SE COMMERCB AVENUE BTUAR, FIARIDA 34997 772-283-"t / FAX 772.283.3999 QUOTFS9 THEMONARCHCOMFANY.COM Sheet Project# STD DETAIL DRAWN BY: J.GAFFNEY C4K I STATE OF 16500 ®OTH SODES wommilTo USE ONE CLIP EACH SIDE MAMMUM CAPACITY (6000 LBS MPUFT) 2500 LBS EACH CLIP. FASTENER PER CLIP STEEL APE EDGE MST. TEKSCREEWBS CLIP TO TRUSS UPLIFfPER CUP TOTAL TOTAL TOTAL (4) IHUI X-Ulg /�W ��® 00 0.157°' Dial. X 3/4' G��I�9 �� UNIVERSAL KNURLED SHANK FASTENERS (9) N92 SDS - 42$HD14 - (4) HIM X-U19 PAF Min. Edge Dist. =1/2' say (22) 426HDD I4 r. - ST 5u�� , Ax I IPI IFT cONNFCTI.,��Ir�� -1I�1Ina�r cI IP FAtiTFNFn T�.� A,r.. ��TFFI wI I H a Ia 1,�x :4 x-u� r>nF �NIR� � r � I FN SCRw��s FACH cI III I O I PUSS � THIS CONNECTIC�)N IS FOR LIGHT GAUGE STEEL TRUSS TO STEEL SEAM. ANC LE OR PLATE AT EACH LOCATION WHERE CONNECTION S:>d IS CALLEa T N THE INC�IVIC`UAL TRUSS FfIL�Ii.IFFRIHrT�;I IFFTS OR TRU�S CONfIFCTOR AOUOYOUT TI III CONNCCTION IS FOR USC WI ICRC COfJC��ITIONS CXIST ANC�I UPLIFTS ARC ��GJ� LGS OR LOSS 3 f�11NIf��UM TEh SCREW SRACI JG AfJC� EC10E DISTANCE - 5 2" 5. WARNING- WEB OR HEEL'�TIFFENER fv UST EE •TTACHEC� TO THE EOOTTOf�� GHORC�� AS REQUIRED FOR THE TRUSS UPLIFT REACTION 9 012 SCS MAY GC USED FOR ALL UFLIFT OPACITIES SHOWN. G. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY IT IS THE RESPONSIBILITY OF THE ENGINEER I R OF RECORD TO DESIGN THE II BEARING TO RESIST UPLIFT AND GRAVITY LOADS. A®A PROFESSIONAL ENGFVBER F. LEDERER P.R. IAA P.lE.#41917 AT GOG H[ BLVD. L ACHEIE, ]FL. 33470 51-422-3215 /3b-00 (9) #12 SDS 42SHD14 ;4) HiltI X-EDNI PAF Aim. Edge Dist. =1/2' THE MC)NA➢ C H[ C®MIPAYRTY COLD FORMED METAL. TRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORIDA 34997 772-283-4001 / FAX 772-283-3999 QUoTBs@THEiviONARCHCOMPANY.COM Sheet Project# STD DETAIL DRAWN BY: J.GAFFNEY C5K A ?�II(1�(11,• TRL�� TC�) TRLT�� C;C�)\ � �-:(;TIC�)'� ICI �T,'�I1. MAX/ MUM CAPAWY (2000 LES UPU rill') FASTENER 012 SOS STEEL TYPE MIN.EDGE SPACING oT TEc sraEws012808 CLIP TO GIRDER U PU FT TEKSCREWS CLIP TO TRUSS 7 WN 20 Ga. slaw 7 20008 Place 2' leg of USKW to allow screw installation. Crientate as shown or reversed. " IC � f ®® 7/V 98Tia-ln Truss e 13ottaen Chord Faatan Conn Ilp to USGPw/y=#1 ®S 35 USKW Connector Clip Place bottom edge of USKW Fasten to truss BETWEEN Nash with band In USC End Veftel and Bottoms Chord w/7 #92 SOS TRUSS TO TRUSS GONNEC TI]ON DD ETAL 1. 2000 0 MAX UPLIF (REACTION CONNECTION USING (t AEGIS USKW CLIP FASTENED TO (MIN.) 20 Ga. TRUSS WITH (7) 012 TEK SCREWS CLIP T� BOTH TRUSS AND GIRDER. 2. THIS DETAIL IS FOR LIGHT GAUGE STEEL TRUSS TO TRUSS CONNECTIONS AT EACH LOCATION WHERE T2K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS/REACTIONS ARE 2000 LBSS OR LESS. 3. MINIMUM TEK SCREW SPACING AND EDGE DISTANCE - 5/8' 4. STEEL THICKNESS = 20 Ga. STATE OF FL® A PAOFE55IONALENGINM ]E ARL11 . LIRDIER1ER P.E. FLORIDA P.lE.#41917 , 16500 i(GIG H[ ]BLVD. LOXAHI I TACHEE, FL. 33470 5 Il-422-3215 I� i ► WE ♦�MI.- CoTHF— MONARCH COMP NY ID FOAMIID METALTAUSS FABRICATION AND ErN ATION 4001 SE COMMERCE AVENUE STUART, PIARIDA 34997 772-233-4001 / FAX 772-283.3999 QUOTES@THEMONARCHCOMFANY.COM Sheet rproject# STD D ETAM DRAWN BY: J.GAFFNEY I KI �(I►(1111)� TR�� Tt�� TIZ�-�� (lt��\'\I�,(�TIt��\ �1,T,'�I . MAXEMUM CAPACETY (5000 UBS UPLEFTfI ) FASTENER 912SDS STEEL MIN. EDGE SP�ACHGDS4� 912 SDS TEOCSCRIlNS UPLEFT TEKSCREWS TYPE CLOP70GIRDER CLIP O TRUSS 9 MEN 20 Ga. 5/&° 16 20009 14 Ga. 6' X 6' CLIP 6' LONG Fy = 50 Foal arlenteted as shown orreversed. 275 USHD 057 (Full depth of BC) spaced Ur O.C. Fasten to GIMorTwssw/6-#12SDS. — Girder Truss Bottom Chord 700 USZ 073 Fasten to 275 USHD w/ 6 - 012 SDS. 't OP. Q51 SPA0 2�SJS�O Uu wI lo- aia aui� Connector Cllp (Details @ Left) Fasten to truss and vertical or Bottom Chord w/ 16 012 BOB as required forTie-In Truss reaction and min 20 Ga. Bottom Chord thiolmoss. TRUSS TO TRUSS CONNECTM DETAL 1. 50000 MAX UPLIFT/REACTION CONNECTION USING 14 Ga. S" x 6' CLOP S' LONG FASTENED TO (PAIN.) 20 Ga. TRUSS NTH (16) #12 TEK SCREWS CLOP TO BOTH TRUSS AND GIRDER. 2. THIS DETAIL IS FOR LIGHT C1iAUGE STEEL TRUSS TO TRUSS CONNECTOONS AT EACH LOCATION WHERE T5K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXOST AND UPLIFTS/REACTIONS ARE 5D00 LOS OR LESS. 3. DA RIMUM TEIK SCREW SPACING AND EDGE DISTANCE = 5/II" 4. STEEL THICKNESS = 20 Ga. L EED ERER P.E. ll LO A P.F,.#41917 16500 V GOGH B LVD. ]LOB CI RF,, FL. 33470 56Il; 22-3215 00-1 THE MONARCH COhMANY COLD FORMED MBTALIRUSS FABRICATION AND INSTALLATION 4001 SE COMMERCE AVENUE STUART, FLORMA 34M 772-2934001 / FAX 772-293-3999 QUOTESQTHRHONARCHCOMFANY.COM Project# SM AlEJLIriM SheeI ,� DRAWN BY.- J.GAFFNEY I Tt 5 � \ MAXIMUM CAPACITY (11000 LBS UPLIFT) 012 SDI STEEL SPACING /EDGE DIS T. #�� SDs UPLIFT 4EC SCREWS CLIP TO WALL TYPE (In.) TEK SCREWS CLIP TO TRUSS 4 20 Ga. MIN. 5/am 4 1000f La Y4• ( 4) 412 SDS Q1 D 42 3HDI4 423HD 94 .7; � 2 sus (4) SDS 012 SCREWS � p (4),SDS S 012 SCREWS L�0 HT GAUGE NOTES 1. 1000 # MAX UPLIFT CONNECTION USING (I)AEGIS HD423 CLIP FASTENED TO (RAIN) 20 Ga. WALL WITH (4) #12 TES SCREWS AN 3 (4) 012 TEK SCREWS TO TRUSS. 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO LIGHT Ga. WALL, TRUSS OR OTHER FRAMING MEMBER AT EACH LOCATION WHERE CONNECTION LlK IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTIONS IS FOR USE WHERE CONDITIONS EMST AND UPLIFTS ARE 1000 LBS OR LESS. 3. MINIMUM TEE SCREW SPACING AND (EDGE DISTANCE = 5/6" 4. STEEL THICKNESS = 20 Ga. 5. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 4 - #92 SDS MAY BE USED FOR ALL UPLIFT CAPACITIES SHOWN. 6. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING / TO (RESIST UPLIFT AND GRAVITY LOADS. SPATE O� FLORIDA PROFESSIONAL ENGINEER KAjk L F. L EED ER ER P.E. ®IIBIIDA ]P.]E.#41917 165 0 VAN GOGH BLVD. LOX TAC&EE, FL. 33470 1 561-422-3215 \C Q 'f}MIACH-399 CAM9 OR A 4 997 2-28/ J Project# 5M DEA'M Shed DRAWN BY: J.GAFFNEY LIK i � 0 0 il STD: I, ,�NC;HC�)R MAXIMUM CAPACITY (2000 LBS UPLIFT) STEEL �PACN3 /EDGE =T �®M UPLFT TFX REW �csCReuvs CLIP TO WALL �� (In.) TEKSCRC:WS TEK CLOP TO TRUSS 7 20 Ga. MK 7 20000 426HO14 (7) 912 SDS %� IV LCUGHT GAUGE ANCHOR u U NOTES 1 20 G W WITH (7) CONNECTION12 7SEWS AM (7) 092 TEK SCREWS TO TRUSS. (fl�o�9) 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO LIGHT Gs. WALL, TRUSS OR OTHER FRAMING MEMBER AT EACH LOCATION WHERE CONNECTION L2K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EMST AND UPLIFTS ARE 2000 LBS OR LOSS. 3. MINIMUM TELL SCREW SPACING AND EDGE DISTANCE ® 5/8' 4. STEEL THICKNESS a 20 Ga. 5. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 7 _ #12 SDS MAY BE USED FOR ALL UfFLIRT CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OIL ANCHOR DESIGNS ONLY. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGNS THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. STATE OF FIAR®A PROFESSIONAL ENGBM I . Tf 'I)�EDIERER PJE. AEF7L® .#41917 1!CI GH BLVD. L®C✓33, FL. 33470 422215 i Ni ptmject# SM DE7 AM Sh"t DRAWN BY: J.GAFFNEY L2K '11 MAoMUM CAPACITY (3000 LBS UPLIFT➢ M SDS STEEL SPACING /EDGE DUST # 12 SDS UPLIFT MSCI46WS CLIP TO WALL TYPE (in.) TE➢CSCPEWS CLOP TO TRUSS 90 20 Ga. MIN. 51r 10 3000# (10)092SDS • °o 426HD14 i (10) #12 SDS, (1) 42% 'vl UGHT GA E ANCHOR NOTES 1.20 e� W��H (9)912 TET041 SCREWS P� 1AEGIS12 TEK CLIP FASTENED T® TRUSS. oozy 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO LIGHT Ga. WALL, TRUSS OR OTHER FRAMING MEMBER AT EACH LOCATION WHERE CONNECTION L3K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGNEEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECT30M IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS ARE 3000 LNBS OR LESS. 3. MINIMUM TIED SCREW SPACING AND EDGE DISTANCE = 5/3e 4. STEEL THICKNESS = 20 Ga. 5. WARNING. WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT (REACTION 7 -.212 SDS MAY BE USED FOR ALL UPLIFT CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN( THE BEARING TO RESIST UPLIFT ARID GRAVITY LOADS. seem KAFJ I F. LED ER ER P.E. 147,0 ALIT A 7P.]E.#41917 16i500 ! NOG1H[ B LVD. LO TACHE E, F[.. 33470 61-422-3215 ,Lwl �1, 0 , bl (10) 012 SDS 426HD14 10) #12 SDS PIIOjea# SM ]META][](. sleet % DRAWN BY. J.GAFFNEY L 35 K ITMOM11. NCI-I�)R DIET I� MAYJMUM CAPACITY 4000 LESS (2000 LOS UPLIFT PER CLIP) SPACING #92 SDS STEEL (EDGE DIST SOSUPLIIFT �xscREWs CLOP TO WALL TYPEscREWs QBPO.D TEK tlmc CLIP TO TRUSS 7 20 Ga. MONI. 5/8. 7 40009 E A C�ITD]E CUP EACH MOE #12 808 420HDD I4 (7) 012 SDS LK3HT GAUGE ANCHOR NOTES 1. 4000 0 MAX UPLIFT CONNECTION USING (a� AEGISF-0®4aB CLIP FASTENED T® 20 Ga. WALL W OTFI (7) #12 TfEK SCREWS AN (7)112 TEK SCREWS TO TRUSS { CoPU- ) CLIP). 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO LIGHT Ga. WALL, TRUSS OR OTHER FRAMING MEMBER AT EACH LOCATION WHERE CONNECTION L4K IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS ARE 4000 L(BS OR LESS. 3. MINIMUM TEK SCREW SPACING AND EDGE DISTANCE = 5/0e 4. STEEL THICKNESS = 20 Ga. S. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 7 - *92 SDS MAY BE USED FOR ALL UFLIF r CAPACITIES SHOWN. 6. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIMUTY OF THE ENGINEER OF RECORD TO DESIGN THE (BEARING TO RESIST UPLIFT AND GRAVITY LOADS. SPATE OFFMR®APROFESSIONAL ENGINEER KARLI F. LEDERFR FJE. FLO A 1P.lE.#41917 1650�0, GOGH B LVD. L C�'A0;g17E]E, ]FL. 33470 ' 61-422-3215 -TE-M MONARCH COMPANY /) COL] FORMED METAL TRUSS FABRICATION AND 7NSTAM-AION 40015E COMMERCE AVENUE STUART, FLORIDA 34997 772-2834WI / PA%772a83-3999 QUOIESQTf ErtONARCHCOMPANY.COM project# SM DETAM Sheet � L4K DRAWN BY: J.GAFFNEY Sj� 5000# STEEL ANCHOR DETAM EACH SI MAXIMUM CAPACITY,5000 (2500 LBS UPLIFT EACH CLIP) SPACING012 80S STEEEL /C®GE ®IST 012 SOS LlJ1pLI� TEK SCREWS YPEE YEKSCREWS CUPTOWALL (in.) CILIPT®TRUSS /--- (9)413 SDS • is i— (9)2'' #92 SDS CUP l)l07), �-, UGHT GAUGE ANCHOR NOTES 1. 5000 f MAX UPLIFT CONNECTION USIMG QdAEGIS HD426 CLIP FASTENED TO (MIN 20 Ga. WALL WITH (10) 012 TEK SCREWS. (10) 612 TfEK SCREWS TO TRUSS.(EAIR CLIP) 2. THIS CONNECTION IS FOR LIGHT GAUGE STEEL TRUSS TO LIGHT Ga. WALL, TRUSS OR OTHER FRAMING MEMBER AT EACH LOCATION WHERE CONNECTION LSK IS CALLED OUT ON THE INDIVIDUAL TRUSS ENGINEERING SHEETS OR TRUSS CONNECTOR LAYOUT. THIS CONNECTION IS FOR USE WHERE CONDITIONS EXIST AND UPLIFTS ARE 5000 LBS OR LESS. 3. MINIMUM TEIS SCREW SPACING AND EDGE DISTANCE = 518" 4. STEEL THICKNESS = 20 Ga. 5. WARNING: WEB OR HEEL STIFFENER MUST BE ATTACHED TO THE BOTTOM CHORD AS REQUIRED FOR THE TRUSS UPLIFT REACTION 9 - 812 SDS MAY DE USED FOR ALL UIFLIF T CAPACITIES SHOWN. S. THIS INFORMATION IS FOR THE PURPOSE OF ANCHOR DESIGN ONLY. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO DESIGN THE BEARING TO RESIST UPLIFT AND GRAVITY LOADS. STATE OF F bRIDAPROFESSIONALENGINEER KA,Mt IF. LEDERER P.E. FLO A ]P.IE.##41917H[ 165001 AN GOG B LVD. ]Lo 7CACH ElE, FL. 33470 6Il-422-3215 41, ;9) 012 SDS 426HD14 (9) M2 SDS i ► AMAk 'IITFIE MONARCH COMPANY COLD FORMED M6IALIRUSS FAMUCAnON AND INSTAUAnON 4001 SE COMMERCE AVENUE STUART. FLORIDA 34997 772-2834MI / FAX 772-283-3999 QUOTES W MEMONARCHCOMPANY.COM & rojeet# STD D ETAM Sheet DRAWN BY: J.GAFFNEY