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1404-0377- REVISION TRUSS
MA I ROOF TMASE5 II A FLORIDA CORPORATION RE: Job 5131 /lx- 0377 Lumber design values are in accordance with ANSIITPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. I I Site Informa ion: Customer Inf : JWN CONSTRUCTION INC. Lot/Block: Address: City: St Lucie Name Addres and License # of Structural Name: SHA1"N M STAMBAUGH, PE Address: 30PGA BLVD SUITE 203 City: PALM B CH GARDENS, FL General Tru s Engineering Criteria Desil Loading Co IIditions): Design Code: FBC2010/TPI2007 Wind Code: SCE 7-10 Wind Speed: 170 MI Roof Load: 0. psf This package ncludes 33 individual, dated Tr With my seal ffixed to this sheet, I hereby ce conforms to 0 G 1 5-31.003,section 5 of the FI A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 3ject Name: RIZK RES Model: RIZK RES Subdivision: County: St Lucie State: FL igineer of Record, If there is one, for the building. License #: 3346 Loads (Individual Design Progra M ��� Floor Load: 65.0 of Design Drawings and 0 Additional Drawings. y that I am the Truss Design Engineer and this index sheet is Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0400461 FL01 9l3/14 13 1�0400473 FL14 9l3/14 25 A0400485 FL26 9/3114 2 A04004621 FL02 9l3/14 14 A0400474 FL15 9/3114 26 A0400486 FL27 9/3/14 3 A04004631 FL03 9/3/14 15 A0400475 FL16 913/14 27 A0400487 FL28 9/3/14 4 A0400464 FL04 913/14 16 A0400476 FL17 9/3/14 28 A0400488 FL29 9/3/14 5 A0400465 i FL05 913/14 17 A0400477 FL18 913/14 29 A0400489 FL30 9/3/14 6 A0400466 FL06 9/3114 18 X0400478 FL19 9/3114 30 A0400490 FL31 913/14 7 A0400467 F1_07 913/14 19 A0400479 FL20 9/3/14 31 A0400491 FL32 9/3114 8 A0400468 FL08 9/3/14 20 1 X0400480 FL21 9/3/14 32 A0400492 FT1 G 9/3/14 9 A0400469 FL10 9/3/14 21 A0400481 FL22 9l3/14 33 A0400493 I FT2G 9/3/14 10 A0400470 FL11 9l3/14 22 A,0400482 FL23 9/3/14 FL12 9/3/14 23 A0400483 FL24 913/14 FL13 913/14 24 A0400484 FL25 913/14 ILL,",,e have been prepared by MiTLk Industries, Inc, under my direct supervision b araCets;1 pdbyyARoof 11 12 A0400471 A0400472 The truss drawing(')referenced Trusses, Ltd. Truss Design Engi eer's Name: Julius Lee. My license renewal date for the state of Florida is February 28,2015. NOTE: Tha.Val The suitability ancd n these drawings indicate acceptance of�rofessional engineering responsibility solely for the truss components shown. se ofzR;Iq onents for any particular buildi g is the responsibility of the building designer, per ANSIrrPI-1 Sec. 2. \3S s:K''� %, Digitally signed by JULIUS LEE N 10ENS DN: cn=JULIUS LEE, o=TRUSS �\ ENGINEER, ou=STRUCTURAL PE, STATE OF email='lenterprises20l2@yahoo.co 'ice FLORIDP • �\�� �� ��..... ,�--_�� m c U-S 1109 COASTAL BAY A� /� Date: 2014.09. 3 12. 1 - 4�00� 0 :3 :43 0 BOYNTON BEACH, FL 3L3435 I Page 1 of 1 I I i 4 ;1' Job Truss Truss Tfipe Qty Ply A0400461 58113F FL01 Floor1 8 1 Job Reference o tional Al HOOF I =S, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:46 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-ABnAZsbNp7mdMy5J2dzF51 SRpEKOwor9SeK1 OByhMyE 1-2-9 ,0-7-1 2, 2-6-0 , 2-0-0 0�34 Dead Load Defl. = 1/8 in I I 3x3 = 3x3 11 3x3 = 1.5x4 11 1.5x4 11 3x4 = 1.5x4 11 1.5x4 = 2 3 I 4 5 6 7 8 13 I 12 11 10 3x6 = 3x4 = 3x4 = 3x6 = 3x3 II 15 4 y 3 4-10 12 I `r10 12 6-10-12 13-1-7 3- 4-7-5 1-0 0 1-0-0 6-2-12 Plate Offsets — 1:Ed a 0-2-4 3:0-1-4 Edge], 8:0-14Edge], 11:0-1-8 Edge], 12:0-1-8 Edge], 15:0-1-8 0-0-12 LOADING(psf) i SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.14 10-11 >999 480 MT20 244/190 TCDL 20.01 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.26 10-11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.01 Code FBC2010[TP12007 (Matrix) Weight: 68 lb FT = 0%F, 0%E LUMBER- I TOP CHORDC4 SP No.2(flat) BOT CHORD x4 SP No.2(flat) WEBS z4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins, except nd verticals. BOT CHORD f� Rigid ceiling dir ctly applied or 10-0-0 oc bracing. REACTIONS. (I /size) 9 = 54610-3-8 (min. 0-1-8) 1 = 551/0-2-15 (min. 0-1-8) Max Grav 9 = 546(LC 1) 1 = 551(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD , 9-15=571/0, 8-=-570/0, 1-2=528/0, 2-3=-525/0, 3-4 141810, 4-5=-1418/0, 5-6=-1418/0, 6-T� 431/0, 7-8=-431/0 BOT CHORD 12-13=0/787, 11112=0/1418, 10-11=0/1181 WEBS 11 01713, 3-13=-513/0, 1-13=0/706, 3-1k-829/0, 6-11=0/382, 6-1 8-10=0/697 NOTES- 1 1) Unbalanced fl' or live loads have been considered for this design. 2) Plates checke for a plus or minus 0 degree rotation about its center. i 3) Provide meth nical connection (by others) of truss to bearing plate at int(s) 1. 4) "Semi -rigid pit hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. I 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and fa tened to each truss with 3-10d (0.131" X 3") nails. Strong ' acks to be attached to walls at their outer ends or restraine by other means. 6) Gap between i side of top chord bearing and first diagonal or verti I web shall not exceed 0.500in. 7) CAUTION, Do of erect truss backwards. Julius Lee. RE #348ti9 1109 Coastal Bay Boynton B6a.b.. i„ FL '33435 .t, Job Truss Truss Type Qty Ply 58113F FL02 Floor 1 1 Al KUUr r KU55tS, KJK r MtKUt, t-L J4a4tl D-3-14 1-2-2 „. , 1-7-9 2-6-0 6x6 = 3x3 11 3x4 = 1.5x4 11 r Job Reference (optional) A0400462 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi rek Industries, Inc. Wed Sep, 03 11:27:47 2014 Page ID:pb?pAvBo94GXrsd DaZC7iIzCOV W-eOLYm Bc?aQu U_6fVcLVUeF?dldgvfDTJgl4axdyhMyF W Dead Load Defl. = 3/16 in 1.5x4 II 3x4 = 3x4 = 3x6 FP-- 1.5x4 II 3x4 = 46 = homg MONINam OEM \... 20 19 18 17 16 15 14 4x6 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = LOADING(psf) SPACING- 14-0 TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12 = 804/Mechanical 1 = 804/0-3-6 (min. 0-1-8) Max Grav 12 = 804(LC 1) 1 = 804(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-828/0, 1-2=-784/0, 2-3=782/0, 3-4=-2608/0, 4-5=-2608/0, 5-6=-3068/0, 6-7=-2663/0, 7-8=-2663/0, 8-9=2663/0, 9-10=41010, 10-11=-41010 BOT CHORD 18-1 9=0/1 660, 17-18=0/1660, 16-17=0/3068, 15-16=0/3068, 14-15=013068, 13-14=011755 WEBS 1-19=0/1065, 5-17=-702/0, 3-17=0/1048, 3-19=1079/0, 6-14=-657/0, 9-14=0/1004, 9-13=1488/0, 11-13=0/963 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. l t � 10-6-1 , 1-o-6 1-a0 3 Edgel [9:0-1-12,Edgel CSI. DEFL. in (loc) I/deft L/d TC 0.55 Vert(LL) -0.2014-15 >999 480 BC 0.64 Vert(TL) -0.3814-15 >584 360 WB 0.51 Horz(rL) -0.01 12 n/a n/a (Matrix) 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 13 12 3x3 11 4x6 = i PLATES GRIP MT20 244/190 Weight: 98 lb FT= 0%F, 0%E Julius Lee; P. 934869 1109 Coastal Bay Boynton Bgac TL.33435 + Job Truss Truss Ttpe Qty Ply 58113E it FL03 Floor I 1 ' 1 A0400463 Job Reference o tional Al KUUh IN StS, 1-UK I F'ItKL&, I-L J4`J4b 0-3-14 1-2-2 2-4-13}_ I 6 = 3x3 11 3x4 = 1 2 3 I I 201 19 18 4x6 = 3x6 FP= Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:47 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOVVV-eOLYmBc?aQuU_6fVcLVUeF?cYdenfCuJgl4axdyhMyi W Dead Load Defl. = 3/16 in 3x6 = 1.5x4 11 5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP-- 46 = 4 5 6 7 8 9 10 11 o I I 117 16 15 14 13 12 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 I I 4x6 = 3-1 9-3-5 1 0-3 B 11-7 I Plate Offsets ( Y)--[3:0-1-12 Edge], (5:0-1-8 Edgel, f6:0-1-81 LOADING(psf)! SPACING- 1-4-0 TCLL 40.0 j Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0' Rep Stress Incr YES BCDL 5.01 Code FBC2010frP12007 LUMBER- 1 TOP CHORD 4 SP No.2(flat) �) BOT CHORD 4 SP No.2(flat) 'Except` 2x4 SP M 30(flat) WEBS k 4 SP No.3(flat) LOBRACING-TOP CHORDStructural woo sheathing directly applied or 6-0-0 oc pudins, except nd verticals. BOTCHORDRigid ceiling di Ilctly applied or 10-0-0 oc bracing. REACTIONS. (Lsize) 12 = 838/Mechanical 1 = 838/0-3-6(min.0-1-8) Max Grav12 = 838(LC 1) 1 = 838(LC 1) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except whenshown. TOPCHORD 11-12=-865/0,112=-841/0, 2-3=840/0, 3-4=-2976/0, 4- 2976/0, 5-6=3326/0, 6-7=-2813/0, 7-=-2813/0, 8-9=2813/0, 9-10=-426/0, 10^11=-426/0 BOTCHORD18-19=012092, 17-18=0/2092, 16-17=0/3326, 15-16=013326, 4-15=013326, 13-14=011841 WEBS 1-19=0/1144, 5-7=629/0, 3-17=0/978, 3-19=1394/0, 6 1 4=-762/0, 9-14=0/1075, 9-13=1564/0, 1-13=0/1003 NOTES1) Unbalanced fl or live loads have been considered for this design.2) Plates check for a plus or minus 0 degree rotation about its center. 3) Refer to girdes) for truss to truss connections. 4) "Semi -rigid pit;hbreaks with fixed heels"Member end fixity model was sed in the analysis and design of this truss. 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and f stened to each truss with 3-1 Od (0.131" X 3") nails. Strong acks to be attached to walls at their outer ends or restraine° by other means. 6) Gap between nslde of top chord bearing and first diagonal or vertidpl web shall not exceed 0.500in. Edqel CSI. DEFL. in (loc) I/defl L/d TC 0.63 Vert(LL)-0.2416-17 >975 480 BC 0.71 Vert(TL)-0.4516-17 >512 360 WB 0.54 Horz(rL) -0.01 12 n/a n/a (Matrix) CAUTION, Do not erect truss backwards AD CASE(S) PLATES GRIP MT20 244/190 Weight: 102 Ib FT = 0%F, 0%E Julius Lee, P.E.#34869 1109 Cdastel Bay Boyrntgri BeacH,'fL 33435' CAUTION, Do not erect truss backwards AD CASE(S) PLATES GRIP MT20 244/190 Weight: 102 Ib FT = 0%F, 0%E Julius Lee, P.E.#34869 1109 Cdastel Bay Boyrntgri BeacH,'fL 33435' t Job Truss Truss Type Qty Ply A0400464 58113F FL04 Floor 1 1 Job Reference (optional) Al KUUt- I KUbbStb, t-UK 11'rtKl:t, rL 34V4b 0-3-14 1-2-2 g: 2�-6-0 1.5x4 II 6x6 = 46 = 1 2 3 11 22 3x4 = 4 r Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:47 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-eOLYmBc?aQu U_6tVcLVUeF?aWddBfCXJgl4axdyhMy/ I 2-0-0 9:�? Dead Load Defl. =1/4 in 1.5x4 II 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP-- 3x6 = 46 = 5 6 7 8 9 10 ,11 12 21 20 19 18 17 16 15 14 13 44 = 46 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 11 46 = 0�3 14 10-0-9 11-0-9 i 12-0-9 1 20-6-10 , n Z d Q-R-in 1 n_n 1 rl_n R-f 1 Plate Offsets (X,Y)—[6:0-1-8,Edge1 [7:0-1-8,Edge1 [15:0-2-0,Edoe1 [21:0-1-8 Edge] LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL)-0.2917-18 >834 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.81 Vert(TL)-0.5617-18 >431 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(fL) -0.02 13 n/a n/a BCDL 5.0 Code FBC201 O/TP12007 (Matrix) Weight: 107 Ib FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 'Except` 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 871/Mechanical 1 = 871/0-3-6 (min.0-1-8) Max Grav 13 = 871(LC 1) 1 = 871(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-901/0, 1-2=-875/0, 2-3=-1285/0, 3-4=-1284/0, 4-5=-3340/0, 5-6=3340/0, 6-7=-3584/0, 7-8=-2963/0, 5-9=-2963/0, 9-10=2963/0, 10-11=-443/0, 11-12=-443/0 BOT CHORD 20-21=0/831, 19-20=0/2525, 18-19=0/2525, 17-18=0/3584, 16-17=013584, 15-16=0/3584, 14-15=0/1928 WEBS 2-21=807/0, 1-21=0/1192, 6-18=-567/65, 5-18=-256/0, 4-18=0/901, 4-20=-1372/0, 2-20=0/840, 7-15=-868/0, 10-15=011145, 10-1 4=-1 641/0, 12-14=0/1042 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee; P.E;..434869 1109 Coastal Bay Boynton .1B c[ ,'FL 33435 Job Truss Truss Type city Ply 58113F FL05 Floor, 1 1 A0400465 Job Reference (optional) A7 muut- I m' or-o, rum I riam1.C, rL O9WYU I 0 3- 1-5-0 0-1�1-171, 6 = 4x6 = 1.5x4 11 3x4 = 1 2 3 4 5 7I 23I, 22 21 20 416 = 4x6 = 3x8 MT20HS FP-- 0-3-1 LOADING(ps SPACING- 1-5-0 TCLL 40. Plates Increase 1.00 TCDL 20. Lumber Increase 1.00 BCLL 0.0' Rep Stress Incr YES BCDL 5.0I Code FBC201 O/TPI2007 LUMBER - TOP CHORD 4 SP No.2(flat) *Except* 6' 2x4 SP M 30(flat) BOT CHORD 4 SP M 30(flat) *Except* 2: 2x4 SP M 31(flat) o WEBS i 4 SP No.3(flat) 0 BRACING - 11 TOP CHORD Structural woo heathing directly applied or 6-0-0 oc L pudins, excep d verticals. BOT CHORD Etty Rigid ceiling di applied or 10-0-0 oc bracing. REACTIONS. I /size) 14 = 972/Mechanical 1 = 969/0-3-6 (min. 0-1-8) Max Grav 14 = 972(LC 1) 1 = 1 969(LC 1) FORCES. (lb) I Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-1007/0, 2-3=-1354/0, 3-4=2047/0, 4-5=-2047/0, 5- =-4056/0, 6-7=-4056/0, 7-8=-4165/0, 8- =-3357/09 , -10=-3357/0, 10-11=-3357/0, 12-13=494/0 �1-12=-494/0, BOT CHORD 21-22=0/1360, 0-21=0/3279, 19-20=0/3279, 18-19=0/4165, 7-18=0/4165, 16-17=0/4165, 6-16=0/2168 WEBS 1 7-19=512/217, -19=-285/0, 5-19=0/858, 5-21=1362/0, 3 1=0/1020, 8-16=1069/0, 11-16=0/1315, 1-15=-1851/0, 13-15=0/1162, !22=-1037/0, 2-22=0/1720 NOTES- 1) Unbalanced Uor live loads have been considered for this design. 2) All plates are T20 plates unless otherwise indicated. 3) Plates check for a plus or minus 0 degree rotation about its center. j 4) Refer to girdle (s) for truss to truss connections. 5) "Semi -rigid pi hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 1.5x4 II 19 3x6 = Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi rek Industries, Inc. Wed Sep 03 11:27:48 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-6aux_XddKkOLcGEi92OjBSXoB 1 ?XObgSvyp8T3yhMyf 2-0-0 W r� Dead Load Defl. = 5116 in 1.5x4 II 1.5x4 II 3x4 = 3x4 = 3x6 FP= 3x6 = 4x6 = 7 8 9 10 11 12 13 TA 18 17 16 15 14 1.5x4 11 1.5x4 11 3x6 = 3x3 11 46 = ,gel [16:0-1-12,Edge],f22:0-1-8 Edg_el CSI. DEFL. in (loc) I/deft L/d TC 0.57 Vert(LL)-0.3518-19 >729 480 BC 0.68 Vert(TL)-0.6718-19 >377 360 WB 0.82 Horz(TL) -0.02 14 n/a n/a (Matrix) Recommend 2x6 strongbacks, on edge, spaced at , I-0-0 oc and fastened to each truss with 3-10d (0.131" 3") nails. Strongbacks to be attached to walls at their iter ends or restrained by other means. CAUTION, Do not erect truss backwards. )AD CASE(S) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 110 Ib FT = 0%F, 0%E Julius Lee, P.E.434869 1109 Coastaf Bay Boynton Beacti,FL 33435 Job Truss Truss Type Qty Ply 58113F FL06 Floor 1 1 A0400466 Job Reference o tional Al KUUI- I KUJStS, r-UH r FIEKUL, F L s4946 0-3-14 , , 1-5-0 „ 1-11-5 „ 2-6-0 5x6 = 3x8 = 1.5x4 11 3x4 = Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:48 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-6aux_XddKkOLcGEi92OjBSXpG 10aOcRSvyp8T3yhMy.( l0019 Dead Load Defl. = 1/4 in 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 3x4 = 3x6 FP= 3x6 = 46 = 0 rco 4 22 21 20 3x3 = 3x3 = 19 18 17 16 15 14 13 4x4 = 3x8 = 3x4 —_ 5x6 = 3x6 11 3x6 11 3x6 FP-- 6x6 = 5x8 = 3x6 11 013-d41 8-14 , 11-8-3 12-8-3, I -3, 22-2-4 rtz n 411_S JL 11 n AAA Plate Offsets (X,Y)—(1:0-0-O,Edgel. f6:0-1-8,Edgel, [7:0-1-8,Edge], [15:0-4-0,Edge], rl7:0-3-0,0-0-01, [19:0-3-0,Edge], f21:0-3-12,Edgel, f22:0-1-8,Edgel LOADING(psf) SPACING- 1-5-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.30 18-19 >866 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.5818-19 >448 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) -0.02 13 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix) Weight: 136 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 'Except' T2: 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) 'Except` 133: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1 = 1001/0-3-6 (min.0-1-8) 13 = 1001/Mechanical Max Grav 1 = 1001(LC 1) 13 = 1001(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-1060/0, 1-2=-1170/0, 2-3=-2467/0, 3-4=-2467/0, 4-5=4518/0, 5-6=-4518/0, 6-7=4619/0, 7-8=-3642/0, 8-9=-3642/0, 9-10=3642/0, 10-11=-563/0, 11-12=-567/0 BOT CHORD 21-22=0/1167, 20-21=0/3704, 19-20=0/3704, 18-19=0/4619, 17-18=014619, 16-17=0/4619, 15-16=0/4619, 14-15=0/2350 WEBS 7-17=28/304, 6-19=-518/238, 4-19=0/892, 4-21=136810, 2-21=0/1506, 7-15=-1223/0, 10-1 5=0/1 415, 10-14=-1961/0, 12-14=0/1240, 2-22=-871/0, 1-22=0/1476 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee; P.E #34869 1109 Coastal Bay Boynton, Beach, FL, 33435 Job Truss Truss Type Qry Ply 58113F FL07 Floorl 1 1 A0400467 I Job Reference o tional Al KUUt- I K bbtb, r UK I VMKUt, r'L :AU40 1 a3.14 1-2-2 2-&0 1 I 3x6 = 6 6 = 3x3 11 1.5x4 11 3x4 1 2 3 4 5 ICI � 1.5x4 11 6 23 22 21 3x3 = .20 4x6 = 3x8 = 3x4 5x6 = 3x3 = Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:49 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-amSJBtdF528CEPpujmXyjg4_ORMm72bc8cZh?WyhMyE 1 �-0--0 9:�9 Dead Load Defl. = 5116 in 1.5x4 II 1.5x4 II 3x4 = 3x4 = 3x6 FP= 3x6 = 46 = 7 8 9 10 11 12 13 0 ra v 19 18 17 16 15 14 3x6 II 3x6 11 3x6 FP-- 6x6= 5x8 = 3x6 11 LOADING(psf)' TCLL 40.0 TCDL 20.0'I BCLL 0.0 BCDL 5.0 SPACING- 14-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.48 BC 0.61 WB 0.79 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL)-0.3219-20 >828 480. Vert(TL) -0.63 19-20 >429 360 Horz(TL) -0.02 14 n/a n/a LUMBER - TOP CHORD 4 SP No.2(flat) *Except* ) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 2: 2x4 SP M 31(flat) L 0 oc and fastened to each truss with (0t L4 SP M 31(flat) -Except' r walls their X 3") nails. strongbacks to be attached to walls at their X 3") 2x4 SP No.2(flat) outer ends or restrained by other means. �4 WEBS SP No.3(flat) 6y Gap between inside of top chord bearing and first BRACING- TOP CHORD diagonal or vertical web shall not exceed 0.500in. 1 Structural woo 7) CAUTION, Do not erect truss backwards. sheathing directly applied or 6-0-0 oc purlins, except' nd verticals. BOT CHORD I CASE(S) Rigid ceiling dir LOAD ctly applied or 10-0-0 oc bracing. Standard REACTIONS. ( /size) 1 = 971/0-3-6 (min. 0-1-8) 14 = 971/Mechanical Max Grav 1 = 971(LC 1) 14 = 971(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-103110, ,-2=-946/0, 2-3=-943/0, 3-4=-2763/0, 4- --2763/0, 5-6=-4577/0, 6-7=-4577/0, 7- L-4586/0, 8-9=3565/0, 9-10=3565/0, 1-11=-3565/0, 11 -1 2=-549/0, 1-13=-552/0 BOTCHORD 22-23=0/1271, I1-22=0/3866, 20-21=0/3867, 19-20=0/4586, 8-19=0/4586, 17-18=0/4586, 1-17=0/4586, 15-16=0/2291 WEBS 1-23=0/1285, 7- ,9=255/58, 8-18=8/318, 7-20=-439/310, 20=0/778, 5-22=-1220/0, 3-22=0/1651, 8- 11-15=-1911/0, 6=1251/0, 11-16=0/1396, 3-23=-976/0 -15=0/1206, I NOTES- 1) Unbalanced fl 'or live loads have been considered for this design. 1 2) Plates checke' for a plus or minus 0 degree rotation about its center. 3) Refer to girde s) for truss to truss connections. 4) "Semi -rigid pit breaks with fixed heels" Member end fixity model was in the analysis and design of this truss. Ylsed I PLATES GRIP MT20 244/190 Weight: 140 lb FT = 0%F, 0%E Julius Leei P.t #IN69 1109 Coastal Bay Boynton B6a,ch. FL. 33435 Job Truss Truss Type Qty Ply A0400468 58113F FL08 Floor 1 1 Job Reference (optional) Al KUUV I KUbbtb, t-UK I YItKL:t, rL J4`J413 0-3-14 �1� ptq 2-6-0 6x6 = 3x3 11 3x6 = 1.5x4 11 1 2 3 4 24 23 22 46 = 3x8 = LOADING(psf) SPACING- 1-4-0 TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) *Except* 132: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 986/0-3-6 (min. 0-1-8) 14 = 986/Mechanical Max Grav 1 = 986(LC 1) 14 = 986(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 13-14=-1049/0, 1-2=-955/0, 2-3=-952/0, 3-4=-2987/0, 4-5=-2987/0, 5-6=-4742/0, 6-7=-4742/0, 7-8=-4707/0, 8-9=3636/0, 9-10=3636/0, 10-11=-3636/0, 11 -1 2=-558/0, 12-13=-561 /0 BOT CHORD 22-23=0/1512, 21-22=0/4062, 20-21=0/4062, 19-20=014707, 18-19=0/4707, 17-18=0/4707, 16-17=0/4707, 15-16=012330 WEBS 1-23=0/1297, 7A9=269/51, 8-18=0/335, 7-20=-415/354, 5-20=0l746, 5-22=1188/0, 3-22=011631, 3-23=-1052/0, 8-16=-1303/0, 11 -1 6=0/1 430, 11-15=-1945/0, 13-15=0/1226 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:49 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-amSJBtdF528CEPpujmXyjg4_ARMS721c8czh? WyhMyE -� 0,- 9 Dead Load Defl. = 5/16 in 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x4 = 3x6 FP-- 1.5x4 11 3x6 = 46 = 5 6 7 8 9 10 11 12 13 `D o d 4 r� 6 21 3x3 = 20 19 18 17 16 3x4 -_ 5x6 = 3x6 11 3x6 11 3x6 FP--3x3 = 5x8 = 1 _1414-8-6, 1-0 0 1-0 0 1-8,Edg_el, f16:04-0,Edgel, [18:0-3-0,0-0-01f20:0-3-0,Edge], f22:0-3-12,1 CSI. DEFL. in (loc) I/deft L/d TC 0.50 Vert(LL)-0.3519-20 >789 480 BC 0.63 Vert(TL)-0.6719-20 >408 360 WB 0.78 Horz(rL) -0.03 14 n/a n/a (Matrix) 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 15 14 6x6 = 3x6 11 PLATES GRIP MT20 244/190 Weight: 141 lb FT = 0%F, 0%E Julius Lee; P.E. ,934869 1109 Cda'staf Bay Boynton Beacti,`,FL .33435 I i I Job Truss Truss Type Qty Ply A0400469 58113F FL10 FLOOR 1 1 Job Reference (optional) Al KUUi- I KSSt5, t-UK I VIEKUL, rL 34946 j i I 0-3-14 1-2-2 „ , 2-5-2 „ 2-6-0 I j I I I x6 = 3x8 = 1.5x4 11 3x4 = i 1.5x4 11 1� 2 3 4 5 r I 23� 22 21 20 3xl = 19 4z4 = 3x8 = 3x4 -_ 5x6 = 3x3 = Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:50 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-2zOhODetsLH3rZO4HT2BGtd88b!gsUpIMGIEXyyhMy d 2-0-0� I- 19 Dead Load Defl. = 5/16 in 1.5x4 II 1.5x4 II 3x4 = 3x4 = 3x6 FP= 3x6 = 4x6 = 6 7 8 9 10 11 12TR 1 D I� rd 11 18 17 16 15 14 13 3x6 II 3x6 II 3x6 FP-- 3x6 II 5x8 = 6x6 = 1 I ,11-11-2 1 12-11- - 22-5-3 0. 11-7-4 1 1-0-0 1-0-0311 8-6-1 Plate Offsets Y - 2:0-3-8 Edge], 6:0-1-8 Ed a 7:0-1-8 Ed a 15:04-0 Ed a 17:0-3-0 0-0-0 19:0-3-0 Edge], 21:0-3-8 Ed a 22:0-1-8 Ed e LOADING(psf)I, SPACING- 1-5-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40. ' Plates Increase 1.00 TC 0.52 Vert(LL) -0.32 18-19 >828 480 MT20 244/190 TCDL 20. Lumber Increase 1.00 BC 0.63 Vert(TL)-0.6218-19 >428 360 BCLL 0.0, Rep Stress Incr YES WB 0.85 Horz(fL) -0.02 13 n/a n/a BCDL 5.0, Code FBC2010/TP12007 (Matrix) Weight: 137 lb FT = 0%F, 0%E LUMBER - TOP CHORD x4 SP No.2(flat) *Except* ) Recommend 2x6 strongbacks, on edge, spaced at 2x4 SP M 31(flat) i4 *Except` 10-0-0 oc and fastened to each trusswith 3-10d (0.131" BOT CHORD SP M 31(flat) 3: X 3") nails. Strongbacks to be attached to walls at their 2x4 SP No.2(flat) ends or restrained by other means. WEBS BRACING- 4 SP No.3(flat) outer 6) Gap between inside of top chord bearing and first TOP CHORD 1 diagonal or vertical web shall not exceed 0.500in. Structural woo sheathing directly applied or 6-0-0 oc �� CAUTION, Do not erect truss backwards. puriins, exceptjl nd verticals. BOT CHORD Rigid ceiling di 'II ctly applied or 10-0-0 oc bracing. "Is CASE(S) Standard REACTIONS. (Ib/size) 13 = 1012/Mechanical 1 = 1012/0-3-6 (min.0-1-8) Max Grav 13 = 1012(LC 1) 1 = 1012(LC 1) I FORCES. (lb) Max. Comp./M . Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-1073/0, -2=-1022/0, 2-3=-2640/0, 3-4=-2640/0, 4- =4644/0, 5-6=4644/0, 6-7=-4711 /0, 7- 1=-3695/0, 8-9=-3695/0, 9-10=3695/0, 1 11=-570/0, 11-12=574/0 BOT CHORD jI 21-22=0/1021, 0-21=0/3851, 19-20=0/3851, 18-19=0/4711, '17-18=0/4711, 16-17=0/4711, 15-16=0/4711, 14-15=0/2381 WEBS I 2-22=915/0, 1- 2=0/1391, 6-18=-253f71, 7-17=21/316, 6:19-499/271, 4-19=0/869, 4-21=1339/0, 2 21=0/1791, 7-15=1261A 10-15=0/1446, 1-14=-1987/0, 12-14=0/1255 lil NOTES- 1) Unbalanced fl or live loads have been considered for this design. 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) Refer to girde �s) for truss to truss connections. 4) "Semi -rigid pit ;hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. Julius Lee. P.E #34869 1109 Coastal Bay Boynton Beach„FL 33435 I Job Truss Truss Type Qty Ply A0400470 58113F FL11 Floor 1 1 Job Reference (optional) Al KULW I KUbbtb, 1-UK I YItKI;t, 1-L .J4`J40 0-3-15 1-4-8 ii 14-6 2-6-0 5x6 = 3x6 = 1.5x4 11 1 9 3 4 11 23 3x4 = 5 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:51 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-X9a3cZfVdfPwTjzHrBZQo59J6Fz4bby, Evbw2o40yhMyE p — 2 0-0 l I9 Dead Load Defl. = 5/16 in 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 3x4 = 3x6 FP= 3x6 = 46 = 6 7 8 910 11 12 13 22 21 20 19 18 17 16 15 14 4x6 = 3x6 = 3x8 MT20HS FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 11 46 = ON 15 11-0-13 12-0 1313-0-1 21-6-14 O S 1rLP_1d ri-R-1 Plate Offsets (X Y)--12:0-0-0 Edgel 17:0-1-8 Edgel [8:0-1-8 Edgel It6:0-1-12,Edge], [21:0-2-12,Edge], f22:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.34 18-19 >754 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.66 18-19 >390 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(rL) -0.01 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 112 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 31(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-21. REACTIONS. (lb/size) 14 = 929/Mechanical 1 = 927/0-3-6 (min.0-1-8) Max Grav 14 = 929(LC 1) 1 = 927(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-964/0, 2-3=-1270/0, 34=-2150/0, 4-5=-2150/0, 5-6=-3982/0, 6-7=3982/0, 7-8=-4035/0, 8-9=-3228/0, 9-1 0=-3228/0, 10-11=-3228/0, 11-12=472/0, 12-13=472/0 BOT CHORD 21-22=0/1276, 20-21=013276, 19-20=0/3276, 18-19=0/4035, 17-18=0/4035, 16-17=0/4035,15-16=0/2079 WEBS 3-22=1001/0, 2-22=0/1632, 7-19=452/255, 6-19=-278/0, 5-19=01781, 5-21=-1245/0, 3-21=0/1126, 8-16=1051/0, 11-16=0/1270, 11 -1 5=-1 777/0, 13-15=0/1110 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee; "? 4341iO 1109 Coastal Bay 13gynton Beacfi,fL 33435 Job Truss Type Qty Ply A0400471 58113F Puss L12 FLOOR 1 1 Job Reference (optional) Al KUUr I K�bbtb, run VILK -, rL J4J4o 0-3-1:5 1.5x4 11 N OR Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:51 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW X9a3cZfVdfPwTjzHrBZQo59JVFzVbxUvbw2o4OyhMyE I p..q., 2-0-0E- 9 Dead Load Defl. = 5116 in 1.5x4 II 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 3x6 = 4x6 = 6 7 8 9 10 11 TA 12 13 ri v I 22 21 20 19 18 17 16 46 = 3x6 = 3x8 MT20HS FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = LOADING(ps SPACING- 1-6-0 TCLL 40.1 Plates Increase 1.00 TCDL 20. Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.011, Code FBC2010lfP12007 i LUMBER - 14 TOP CHORD SP No.2(flat) *Except* 6 2: 2x4 SP M 31(flat) 1 BOT CHORD x4 SP No.2(flat) *Except* ,,2: 2x4 SP M 31(flat) o WEBS 4 SP No.3(flat) BRACING - 7 TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc L purlins, excep end verticals. BOT CHORD S11 Rigid ceiling di ectly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracin 19-21. REACTIONS. /size) 14 = 1003/Mechanical 1 = 1001/0-3-6 (min.0-1-8) Max Grav 1 14 = 1003(LC 1) 1 = 1001(LC 1) it FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-1038/0, -3=-1460/0, 3-4=1802/0, 4-5=-1794/0, 5- =-4017/0, 6-7=-4017/0, 7-8=-4213/0, 8-=-3441/0, 9-1 0=-3441 /0, 10-11 =-3441 /0, 1-12=511/0, 12-13=-511/0 BOT CHORD I 21-22=0/1397, P-21=0/3141, 19-20=0/3141, 18-19=0/4213, 7-18=0/4213, 16-17=0/4213, 1,-16=0/2230 WEBS 3-22=-115410, 2, 2=0/1867, 7-19=590/151, 6-19=-302/0, 5- 9=0/969, 5-21=-1489/0, 3-21=0/775, 8-1 =1049/0, 9-16=-258/0, 11-16=0/1339, 1 '-15=-1901/0, 13-15=0/1199 NOTES- 1) Unbalanced fl or live loads have been considered for this design. 2) All plates are T20 plates unless otherwise indicated. 3) Plates checke for a plus or minus 0 degree rotation about its center. 4) Refer to girde s) for truss to truss connections. 5) "Semi -rigid pit hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. CSI. DEFL. in (loc) I/deft L/d TC 0.57 Vert(LL) -0.3118-19 >785 480 BC 0.92 Vert(TL) -0.6118-19 >406 360 WB 0.89 Horz(TL) 0.01 14 n/a n/a (Matrix) ) Recommend 2x6 strongbacks, on edge, spaced at 0-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their uter ends or restrained by other means. CAUTION, Do not erect truss backwards. OAD CASE(S) 15 14 3x3 11 4x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 108 lb FT = 0%F, 0%E Julius Lee; P.E. #34869 1109 Coastal Bay% Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113F FL13 Floor 1 1 A0400472 Job Reference (optional) H1 Kuur j muooro, rum rirmuc, rL J4`J40 0-3-14 1-22Il�7I 2-a0 i 1.5x4 II 6x6 = 3x6 = 1 2 3 11 22 3x4 = 4 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:52 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-?L8Rpvg8OzXn5tYTOu4fLIiSSe�MgFK7ru2ganLcryhMy: 2-6-0 2-0-0 1--1 Dead Load Defl. = 1/4 in 3x6 = 1.5x4 11 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP-- 46 = 5 6 7 a 9 10 11 12 21 20 19 18 17 16 15 14 13 4x4 = 3x6 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 11 46 = 013 1A. z2 4 it7. 9-7-7 , 10-7-7, 11-7-7, 20-1-8 rt2 ?_zn 4_n_n �_" a_�4 Plate Offsets (X,Y)—[6:0-1-8,Edgel, [7:0-1-8,Edgel. [15:0-2-0,Edge], [21:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.26 17-18 >921 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.50 17-18 >476 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(fL) -0.02 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 106 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 853/Mechanical 1 = 853/0-3-6 (min.0-1-8) Max Grav 13 = 853(LC 1) 1 = 853(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-881/0, 1-2=-862/0, 2-3=-1283/0, 34=-1279/0, 4-5=-3137/0, 5-6=3137/0, 6-7=-3441/0, 7-8=-2880/0, 8-9=-2880/0, 9-10=2880/0, 10-11=434/0, 11-12=-434/0 BOT CHORD 20-21=0/819, 19-20=012283, 18-19=012283, 17-18=0/3441, 16-17=0/3441, 15-16=0/3441, 14-15=0/1880 WEBS 2-21=790/0, 1-21=0/1174, 6-18=-606/8, 5-18=255/0, 4-18=0/944, 4-20=1164/0, 7-15=-809/0, 10-15=0/1106, 10-14=-1599/0, 12-14=0/1020, 2-20=01800 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E *4..8fi9 1109 Coastal Bay Boynton Beacl ,,FL 33435 S i l Job Truss Truss Type Qty Ply A0400473 58113F jl FL14 Floorl 1 1 Job Reference (optional) Al ROOF TR SSES, FORT PIERCE, FL 34946 Run: 7.530 s JUI 14 2014 Print: 7.530 s Jul 14 2014 Mi T ek Industries, Inc. Wed Sep 03 11:27:52 2014 Page ID: pb?pAvBo94GXrsdDaZC7ilzCOV W-?L8Rpvg8OzXn5tYTOu4fLliU KeNrKTS2ganLcryhMy; 0 3-14 1-2-2 1-11-11 2-6-0 2-0-0 �9M Dead Load Defl. = 3/16 in 3x6 = 1.5x4 11 x6 = 3x3 11 3x4 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 46 = 1 2 3 4I 5 6 7 8 9 Tq 10 11 Y I i 16 15 14 13 12 x6 = 1.5x4 11 1.5x4 11 3x6 = 3x3 11 78-10-3 4x6 = 9 10 3 10-10-3 19 4 4 0-3- 8-6-5 1-0 0 1-0 0 8-6-1 Plate Offsets Y — 3:0-1-12 Ede 5:0-1-8 Ede 6:0-1-8�Ed e LOADING(psf)I SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.01 Plates Increase 1.00 TC 0.57 Vert(LL) -0.21 16-17 >999 480 MT20 244/190 TCDL 20.0i Lumber Increase 1.00 BC 0.65 Vert(TL) -0.40 15-16 >565 360 BCLL 0.01 Rep Stress Incr YES WB 0.52 Horz(fL) -0.01 12 n/a n/a BCDL 5.0' Code FBC201 O/TP12007 (Matrix) Weight: 100 lb FT = 0%F, 0%E LUMBER - TOP CHORD 4 SP No.2(flat) 'Except' CAUTION, Do not erect truss backwards. BOTCHORD 4 SP No.2(flat) 2: 2x4 SP M 30(flat) LAD WEBS 4 SP No.3(flat) CASE(S) BRACING- 'IStandard TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins, excep end verticals. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. REACTIONS. I ( /size) 12 = 819/Mechanical 1 = 81 9/0-3-6 (min. 0-1-8) Max Grav 12 = 819(LC 1) 1 = 819(LC 1) FORCES. (lb) ! Max. Comp./M x. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-845/0, 1 2=-809/0, 2-3=-807/0, 3-4=-2772/0, 4- =-2772/0, 5-6=-3183/0, 6-7=-2730/0, 7- =-2730/0, 8-9=-2730/0, 9-10=417/0, 10 11=417/0 BOT CHORD � 18-19=0/1852, -18=0/1852, 16-17=6/3183, 15-16=0/3183, 4-15=0/3183, 13-14=0/1794 j WEBS 1-19=0/1099, 5- 7=670/0, 3-17=0/1018, 3-19=1215/0, 6 tl4=-704/0, 9-14=0/1036, 9-13-1522/0, 11-13=0/981 NOTES- 1) Unbalanced fl or live loads have been considered for this design. 11 2) Plates check e' for a plus or minus 0 degree rotation about its center. 3) Refer to girde s) for truss to truss connections. 4) "Semi -rigid pit' hbreaks with fixed heels" Member end fixity model was 'sed in the analysis and design of this truss. 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and f tened to each truss with 3-10d (0.131" X 3") nails. Strong acks to be attached to walls at their outer ends or restraine, by other means. Julius Lee; PE. #34969 6) Gap between aside of top chord bearing and first 1109 Coastal Bay diagonal or verti I I web shall not exceed 0.500in. I Boyn26ri Beach,.FL 33435 Job Truss Truss Type Oty Ply 58113F FL15 Floor 1 1 A0400474 Job Reference (optional) Al KUUI- I KUSSLS, 1-UK I NILKUL, 1-L 3494b 0-3-14 1-2-2 �„ ,1-2-7 , 2-6-0 6x6 = 3x3 11 3x4 = 1 2 3 11 20 * Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:52 2014 Page ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-?L8Rpvg80zXn5tYTOu4fLliUHepN.�x�KgTZ2ganLcryhMy: F 2-0-0 1—Y Dead Load Defl. = 3116 in 1.5x4 II 3x4 = 3x4 = 1.5x4 11 3x6 FP= 3x4 = 46 = 5 6 7 8 9 10 11 v 19 18 17 16 15 14 13 12 3x6 = 3x6 FP--- 1.5x4 11 1.5x4 11 3x6 = 3x3 I[ 3x6 = 4x6 = Q-n-1 r _ 1 n-rL1 r. 1 fL7-n 0-3 4 7-9-1 . 1-0-0 1 1-0-0 8-6-1 Plate Offsets (X Y)--f3:0-1-12,Edge], 15:0-1-8,Edgel, 16:0-1-8,Edgel, f19:0-2-8,Edgel LOADING(pst) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP' TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 14-15 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.65 Vert(TL)-0.3814-15 >580 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 97 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 12 = 786/Mechanical 1 = 786/0-3-6 (min. 0-1-8) Max Grav 12 = 786(LC 1) 1 = 786(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-808/0, 1-2=-756/0, 2-3=-753/0, 3-4=-2405/0, 4-5=-2405/0, 5-6=2925/0, 6-7=-2580/0, 7-8=-2580/0, 8-9=2580/0, 9-10=-400/0, 10-11=400/0 BOT CHORD 18-19=0/1424, 17-18=0/1424, 16-17=0/2925, 15-16=0/2925, 14-15=0/2925, 13-14=0/1707 WEBS 1-19=0/1027, 5-17=-742/0, 3-17=0/1084, 3-19=927/0, 6-14=-600/0, 9-14=0/965, 9-13=1445/0, 11-13=0/941 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee; PA.#34869 1109 Cda"sta6 Bay Boynton Bgacfi,'F.L 33435. Job Truss Truss Type 1 Qty Ply 58113F � FL16 Floor,] 1 1 A0400475 Job Reference (optional) Al KUUr I K AJtJ, 1-UK I VMKUL, rL 44H40 �I i 0-3-14 1-2-2 n R-11-6 , 2-6-0 rr--� I x6 = 3x3 11 3x4 = 1.5x4 11 1 2 3 4 i 7ii 18 17 3x6 FP= 3x6 = 3 17-9-14 1 0 3 7-6-0 11 Plate Offsets -- 3:0-1-8 Ede 5:0-1-8 Ede 6:0-1-8 Ed LOADING(psf) SPACING- 1-4-0 TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TPI2007 LUMBER - TOP CHORDi,: 4 SP No.2(flat) ) BOT CHORD 4 SP No.2(flat) 'Except` 2x4 SP M 30(flat) WEBS 4 SP No.3(flat) L BRACING - TOP CHORD j Structural woo sheathing directly applied or 6-0-0 oc purlins, excepti nd verticals. BOT CHORD Rigid ceiling dir Ictly applied or 10-0-0 oc bracing. REACTIONS. (b/size) 12 = 775/Mechanical 1 = 775/0-3-6 (min. 0-1-8) Max Grav 12 = 775(LC 1) 1 = 775(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-796/0, 1;=-741/0, 2-3=738/0, 3-4=-2283/0, 4- 2283/0, 5-6=2841/0, 6-7=-2531/0, 7- I 2531/0, 8-9=-2531/0, 9-10=395/0, 10 k1=-395/0 BOT CHORD 11 18-19=0/1285, 1 18=0/1285, 16-17=0/2841, 15-16=0/2841,-15=0/2841, 13-14=011679 WEBS 1-19=0/1006, 5- 7=767/0, 3-17=0/1103, 3-19=852/0, 6-1A=-566/0, 9-14=0/942, 9-13=142010, 1 I-13=0/928 NOTES- 1) Unbalanced fl or live loads have been considered for this design. 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) Refer to girde •s) for truss to truss connections. 4) "Semi -rigid pit hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and fa tened to each truss with 3-10d (0.131" X 3") nails. Strong acks to be attached to walls at their outer ends or restraine by other means. 6) Gap between i' side of top chord bearing and first diagonal or verti 'i I web shall not exceed 0.500in. Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi rek Industries, Inc. Wed Sep 03 11:27:53 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-Trp1 Fhm9Gfei17fycbuuWFet2i53wgB3EXu8HyhMy4 �-0-0� Dead Load Deg. = 3/16 in 1.5x4 II 3x4 = 3x4 = 1.5x4 II 3x6 FP-- 3x4 = 46 = 5 6 7 8 9 10 11 9 16 15 14 13 12 1.5x4 11 1.5x4 11 3x6 = 30 11 4x6 = CSI. DEFL. in (loc) I/defl L/d TC 0.58 Vert(LL) -0.2014-15 >999 480 BC 0.65 Vert(TL) -0.3714-15 >576 360 WB 0.53 Horz(rL) 0.01 12 n/a n/a (Matrix) CAUTION, Do not erect truss backwards OAD CASE(S) •1 PLATES GRIP MT20 244/190 Weight: 95 lb FT = O%F, 0%E Julius Lee'. P.E:_dt34.869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400476 58113F FL17 FLOOR 1 1 Job Reference (optional) Al KUUF I KUSStS, FUK I rrtKL;t, FL 34`J4b 1. Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:53 2014 Page 3x4 ID:pb?p/ vg9i94GXr$dDaZC7ilzCOVW-TYip1 Fhm9Gfei17fycbuuWFmp2sd32mB3EXu8HyhMy4 0-3-7 1 i 1-4-8 2 i 0-6-8 3x3 = 1-9-7 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 13 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 62/0-2-15 (min. 0-1-8) 2 = 62/0-6-0 (min. 0-1-8) Max Grav 1 = 62(LC 1) 2 = 62(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee. P.E 4#34869 1109 C6a"st6Bay Boynton Beach,'FL 33435 I Job Truss Truss Type Oty Ply A0400477 58113F FL18 FLOO�t 1 1 ,I o tional Job Reference Al KUUr- IKJtb4ago , ruKi riLmut=, r�s I I 0-3-7 3x4 Q 0-3-7 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:53 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW TYip1 Fhm9Gfei17fycbuuWFmX2rC31 bB3EXu8HyhMy4 3x3 11 3x4 ii 1-1-3 a i 1-3-0 4T 8_ 3x3 = 4-1-3 1.3-0 Plate Offsets -- 1:Ed a 0-2-4 4:Ed a 0-2-4 I LOADING(psf)� SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0, Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(fL) -0.00 4 n/a n/a BCDL 5.0I, Code FBC2010/TP12007 (Matrix) Weight: 25 lb FT = 0%F, 0%E LUMBER - TOP CHORD 4 SP No.2(fiat) BOT CHORD 4 SP No.2(fiat) WEBS 4 SP No.3(fiat) BRACING - TOP CHORD Structural woo( Isheathing directly applied or 4-7-11 oc purlins. BOT CHORD I Rigid ceiling di ctly applied or 10-0-0 oc bracing. REACTIONS. (I /size) 1 = 165/0-2-15 (min.0-1-8) 4 = 165/0-6-0 (min.0-1-8) Max Grav 1 = 165(LC 1) 4 = 165(LC 1) FORCES. (lb) Max. Comp./M x. Ten. - All forces 250 (lb) or less except when shown. III NOTES- 1) Unbalanced or live loads have been considered for this design. ' 2) Plates check 'd for a plus or minus 0 degree rotation about its center. 3) Provide mec anical connection (by others) of truss to bearing plate at''oint(s) 1. 4) "Semi -rigid pi chbreaks with fixed heels" Member end fixity model was �sed in the analysis and design of this truss. 5) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f stened to each truss with 3-10d (0.131" X 3") nails. Stron acks to be attached to walls at their outer ends or restrain ''d by other means. 6) Gap between;nside of top chord bearing and first diagonal or verti I web shall not exceed 0.500in. 7) CAUTION, D not erect truss backwards. II, LOAD CASES) Standard Julius Lee, RE 934869 1109 Coastal Bay Boynton Beacfi,,FL 33435 Job Truss Truss Type Qty Ply A0400478 58113F FL19 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:53 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-TYip1 Fhm9Gfeil7fycbuuWFmG2rL30SB3EXu8HyhMyA 0-3-7 1-2-8 1-8-7 1-3-0 0-6-8 , 3x4 3x3 II 3x3 11 3x4 1 2 3 3x3 = 4 5 3x6 = 3x6 = 9 8 7 6 037 17 1�-0 5-1-14 6�-14 6-11-6 1- 1-2-9 3-7-14 130 038 n_q_n LOADING(psf) SPACING- 1-4-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.10 TCDL 20.0 Lumber Increase 1.00 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.16 BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 265/0-2-15 (min. 0-1-8) 5 = 265/0-6-0 (min.0-1-8) Max Grav 1 = 265(LC 1) 5 = 265(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 7-8=0/348 WEBS 1-8=0/324, 5-7=0/327 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 7 >999 480 MT20 244/190 Vert(TL) -0.01 7-8 >999 360 Horz(TL) -0.00 5 n/a n/a Weight: 38 lb FT = 0%F, O%E Julius Lee; P.Ei:tf34869 1109 Coastal Bay Boynton Beach, f ], 33435' I Job Truss Truss Type Qty Ply A0400479 58113E �11 FL20 FLOOR 1 1Jo b Reference o tional Al ROOF TRI SSES, FORT PIERCE, FL 34946 0-3-7 1-2-9 I- I 3x3 11 1 2 11 10 3x6 = 0-3-7 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 M1Tek Industries, Inc. Wed Sep 03 11:27:54 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW xkGCEbhOwanVKBisWJ774)nv4S8OoSULHuGSgjyhMy; 0�7-2 � i 1-3-0 0-6-8 , 3x4 = 1.5x4 11 3x6 = 3x4 3 4 5 6 9 8 3x3 = 7 3x6 = 0 o Y LOADING(psf, TCLL 40. TCDL 20. BCLL 0. BCDL 5. SPACING- 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.23 BC 0.26 WB 0.23 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 9-10 >999 480 Vert(TL) -0.06 9-10 >999 360 Horz(TL) -0.01 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 51 lb FT = 0%F, 0%E LUMBER - TOP CHORD x4 SP No.2(flat) BOT CHORD x4 SP No.2(flat) WEBS 4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. i REACTIONS. b/size) 1 = 365/0-2-15 (min. 0-1-8) 6 = 365/0-6-0 (min.0-1-8) Max Grav 1 = 365(LC 1) 6 = 365(LC 1) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 1-2=-365/0, 2-31 364/0, 3-4=-505/0, 4-5=-50510, 5-61-354/0 BOT CHORD 9-10=0/659, 8- -0/338 WEBS 10/490, 6-8=0/470, 1-1 5-8=-310/0, 3-10=326/0, 5- =0/298 NOTES- 1) Plates check 'd for a plus or minus 0 degree rotation about its center.,) 2) Provide me anical connection (by others) of truss to bearing plate at'oint(s) 1. 3) "Semi -rigid pi �� hbreaks with fixed heels" Member end fixity model was 'Used in the analysis and design of this truss. 4) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f 'stened to each truss with 3-10d (0.131" X 3") nails. Stron acks to be attached to walls at their outer ends or restrain I by other means. 5) Gap between inside of top chord bearing and first diagonal or verti •` I web shall not exceed 0.500in. 6) CAUTION, D not erect truss backwards. LOAD CASE(S)' Standard Julius Lee; P.E.#34869 1109 Cda"staf Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113F FL21 FLOOR 1 1 A0400480 Job Reference (optional) Al KUUV I KUJJtJ, VUK r rrtKL t:, rL 34U110 0-3-7 1-2-9 2-6-0 3x3 11 2 3x4 = 3 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:54 2014 Page ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-xkGCEbhOwanVKBisWJ77Qjnv8S7voRQLHuGSgjyhMy2 1.5x4 II 4 r-1 , 1-3-0 , 0-6-8 , Dead Load Dell. = 1116 in 3x3 = 3x3 11 3x4 4i 5 6 7 12 11 10 9 8 3x6 = 3x6- 3x6 = 0-3-7 0,1r7 , 6-7-8 1-1-0-5 11-6-13, 0.1-7 64-1 4-4-13 OFrB LOADING(psf) SPACING- 14-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.22 TCDL 20.0 Lumber Increase 1.00 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 5.0 Code FBC2010lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 465/0-2-15 (min.0-1-8) 7 = 465/0-6-0 (min.0-1-8) Max Grav 1 = 465(LC 1) 7 = 465(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=472/0, 2-3=471/0, 34=-1036/0, 4-5=-1038/0, 5-6=445/0, 6-7=-448/0 BOT CHORD 10-11=0/972, 9-10=0/606 WEBS 7-9=0/591, 1-11=0/633, 3-11=-554/0, 5-10=0/478, 5-9=-439/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. DEFL. in (loc) I/deft Ud Vert(LL) -0.03 10 >999 480 Vert(TL)-0.1010-11 >999 360 Horz(rL) -0.01 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 61 lb FT= 0%F, 0%E LOAD CASE(S) Standard Julius Lee, P.E . #34869 1109 Coastal Bay Boyntori'Beach,'FL 33435 Job Truss Truss Type Qty Ply A0400481 58113F II- FL22 FLOOR 1 1 Job Reference (optional) Al ROOF TR SSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:54 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-xkGCEbhOwanVKBisWJ77Qjnu IS53oPrLHu GSgjyhMyF o- 1-2-8 2-6-0 �4 2-4 8 , 1-5 0 0-6-8 , Dead Load Defl. = 1/16 in 1.5x4 II x4 J 3x3 11 3x4 =I 1.5x4 11 3x4 = 3x3 11 3x4 ,i 11 2 3 I 4 5 6 7 8 i'I i 4 I 4 1 13 12 11 10 9 i 3x6 = 3x4 = 3x3 = 3x6 = 03 I 1 7 1 6 0 6-7-8 12-2-6 13-7.6 14 1-1 0-1-7' 1-2-9 5-1.8 5-6-14 1S-0 668 0-2 Plate Offsets MY)- 1:Ed a 0-2-4 8:Ed a 0-2-4 12:0-1-8 Ed e LOADING(psfI' SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.g3 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 12 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.14 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) -0.02 8 n/a n/a BCDL 5.0' Code FBC2010/TPI2007 (Matrix) Weight: 73 lb FT = O%F, 0%E LUMBER - TOP CHORD 4 SP No.2(flat) BOT CHORD ? 4 SP No.2(flat) WEBS k4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural woo sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling dir ctly applied or 10-0-0 oc bracing. REACTIONS. (b/size) 1 = 577/0-2-15 (min. 0-1-8) 8 = 577/0-6-0 (min. 0-1-8) Max Grav 1 = 577(LC 1) 8 = 577(LC 1) I FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-588/0, 2-3- 587/0, 3 4=-1621/0, 4-5=-1621/0, 5- -1621/016-7-668/0, 7-8=-669/0 BOT CHORD 12-13=0/1329, 111-12=0/1621, 10-11=011369 WEBS 1-13=W790, 3-1 =-821/0, 3-12=0/389, 6-10=775/0, 6- -0/361, 8-10=0/845 NOTES- I 1) Unbalanced fl or live loads have been considered for this design. 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) Provide mech nical connection (by others) of truss to bearing plate at j int(s) 1. 4) "Semi -rigid pit hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and fa tened to each truss with 3-10d (0.131" X 3") nails. Strong cks to be attached to walls at their outer ends or restraine , by other means. 6) Gap between i side of top chard bearing and first diagonal or verti I web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. Julius Lee; P.E #34869 1109 Coastal Bay' Boynton Beach; FL 33435 Job Truss Truss Type Qty Ply 58113F FL23 Floor 1 1 A0400482 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:54 2014 Page I D: pb?pAvB o94GXrsdDaZC7ilzCOVVV-xkGC EbhOwanV KBisWJ77Qjnt WS9go U sLHuGSgjyhMy2 1-11-15 1 3x3 11 2 3x3 = 3 3x3 11 3x6 = 5 4 3x6 = Dead Load Defl. = 1116 in LOADING(psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010ITPI2007 CSI. TC 0.33 BC 0.24 WB 0.08 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft 0.00 5 "" -0.08 4-5 >645 0.00 4 n/a L/d 480 360 n/a PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 275/Mechanical 4 = 275/Mechanical Max Grav 5 = 275(LC 1) 4 = 275(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 4-5=0/276 WEBS 2-5=-318/0, 2-4=318/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Juilus Lee; p.E ;"69 1109 Coastal Bap Boynton BeacN'T' L 13435 Job Truss Truss Type Qty Ply 58113F FL24 Floor Girder 1 1 A04O0483 Job Reference (optional) Al KUUr IKE VUK I rltKl:t, tL J4V413 2-6-0 1 3x6 = 8 3x3 11 I Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:55 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-PwpaSwiOhuvLyKH240eMzxKw?sL6XsXU WYO?D9yhMy: 1-7-14 1.5x4 11 1.5x4 11 3xb— ead Load DeFl. = 1/16 in 2 3 4 7 3x4 = 3x4 = 6 5 3x3 11 Plate Offsets X -- 6:0-1-8 Ede :0-1-8 Ede I LOADING(ps SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.86 Vert(LL) -0.09 7-8 >996 480 MT20 244/190 TCDL 20. Lumber Increase 1.00 BC 0.87 Vert(TL) -0.16 7-8 >536 360 BCLL 0. Rep Stress Incr NO WB 0.44 Horz(TL) 0.00 5 n/a n/a BCDL 5.01 Code FBC20101TP12007 (Matrix) Weight: 40 lb FT = O%F, 0%E LUMBER - TOP CHORD x4SP M 31(flat) BOT CHORD ,x4 SP No.2(flat) WEBS 4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD )Dead +Floor Live (balanced): Lumber Increase=1.00, Structural woo sheathing directly applied or 6-0-0 oc Plate Increase=1.00 purlins, excep end verticals. Uniform Loads (plf) BOT CHORD Vert: 5-8=-7, 1-4=-80 Rigid ceiling di ectly applied or 10-0-0 oc bracing. Concentrated Loads (lb) Vert: 9=432(B) REACTIONS. b/size) 8 = 631/Mechanical 5 = 421/Mechanical Max Grav 1 8 = 631(LC 1) 5 = 421(LC 1) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 1-8=-594/014-5i 41/011-9=-839/0, 2-9=-839/0, 2-3839/0, 3-4=-839/0 BOT CHORD 6-7=0/839 WEBS 4-6=0/920, 1-7 2-7=-475/0 i ,I �/920, NOTES- 1) Unbalanced oor live loads have been considered for this design.III 2) Plates check d for a plus or minus 0 degree rotation about its center. 3) Refer to gird (s) for truss to truss connections. 4) "Semi rigid pi chbreaks with fixed heels" Member end fixity model was' sed in the analysis and design of this truss. 5) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f 'stened to each truss with 3-10d (0.131" X 3") nails. Stron acks to be attached to walls at their outer ends or restrain by other means. 6) Hanger(s) or her connection device(s) shall be provided sufficie t to support concentrated load(s) 468 lb down at 1-11-1 on top chord. The design/selection of such connection evice(s) is the responsibility of others. 7) In the LOAD SE(S) section, loads applied to the face of the truss are ted as front (F) or back (B). Julius Lee; P.E. #34869 1109 Coastal Bay I ,I i Boynton Beach, FL 13435 Job Truss Truss Type Qty Ply 58113E FL25 Floor 3 1 A0400484 Job Reference (optional) 4 Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:55 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-PwpaSwiOh uvLyKH24OeMzxK3XsVBXx8 U WYO?D9yhMy. 2-4-12 2 3x3 = Dead Load Defl. =118 in 33x3 II 3x6 = 5 4 3x6 = p�12 5-3-9 LOADING(psf) SPACING- 1-4-0 CSI. TCLL 40.0 Plates Increase 1.00 TC . 0.31 TCDL 20.0 Lumber Increase 1.00 BC 0.23 BCLL 0.0 Rep Stress Incr YES WB 0.08 BCDL 5.0 Code FBC201 O/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 219/Mechanical 4 = 219/Mechanical Max Grav 5 = 219(LC 1) 4 = 219(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/262 WEBS 2-5=-290/0, 2-4=290/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 5 ".. 480 MT20 244/190 Vert(TL) -0.11 4-5 >573 360 Horz(TL) -0.00 5 n/a n/a Weight: 30 lb FT = 0%F, 0%E Julius Lee, PX tMM6 1109 Coastal Bay Poynton Beaet, FL 33435 Job Truss Truss Tope Qty Ply A0400485 58113E 1 FL26 Floor 1 1 i Job Reference o tional Al ROOF TR SSES, FORT PIERCE, FL 34946 I Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:27:55 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-PwpaSwi0huvLyKH240eMzxK5zsX2XymU WY0?D9yhMy: 1-7-15 i 1 30 11 2 3x3 = 3 3x3 11 LOADING(psq, SPACING- 1-4-0 TOLL 40.d Plates Increase 1.00 TCDL 20. Lumber Increase 1.00 BCLL 0.01 Rep Stress Incr YES BCDL 5.011 Code FBC2010/TPI2007 LUMBER - TOP CHORD �x4 SP No.2(flat) BOT CHORD ' C4 SP No.2(flat) WEBS x4 SP No.3(flat) BRACING - TOP CHORD Structural woo . sheathing directly applied or 3-9-13 oc udins, excepend verticals. BOT CHORDI; Rigid ceiling di II ctly applied or 10-0-0 oc bracing. REACTIONS. 1b/size) 5 = 155/Mechanical 4 = 155/Mechanical Max Grav 5 = 155(LC 1) 4 = 155(LC 1) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Plates check d for a plus or minus 0 degree rotation about its center.i 2) Refer to gird Is) for truss to truss connections. 3) "Semi -rigid pil�hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. ,1 4) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and f' stened to each truss with 3-10d (0.131" X 3") nails. Stron �acks to be attached to walls at their outer ends or restrain d by other means. LOAD CASE(S) Standard 4 3x6 = K'.f-'bKl CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.16 Vert(LL) 0.00 5 "" 480 MT20 244/190 BC 0.11 Vert(TL) 403 4-5 >999 360 WB 0.04 Horz(TL) -0.00 5 n/a n/a (Matrix) Weight: 24 lb FT = 0%F, 0%E Julies Lee; P..E.. 04.80 1109 Coastal Bay Boynton Beach„FL 33435- i I Job Truss' Truss Type Qty Ply A0400486 58113F FL27 Floor 1 1 Job Reference (optional) Al ROOF I KU551=5, FOR I PIF-KUL, FL 34945 LOADING(psf) SPACING- 14-0 TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 57/Mechanical 3 = 57/Mechanical Max Grav 4 = 57(LC 1) 3 = 57(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard H Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:55 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-PwpaSwi0huvLyKH240eMzxK6rsYdXyMU WYD?D9yhMy. 1-0-11 1 3x6 = 2 3x3 [I 4 3 3x3 11 3x6 = 1-6-11 1-6-11 CSI. DEFL. in (loc) I/defl L/d TC 0.10 Vert(LL) 0.00 4 "" 480 BC 0.01 Vert(TL) -0.00 4 >999 360 WB 0.00 Horz(rL) 0.00 3 n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0%F, 0%E Julius Lee, P.E : 04,869 1109 Coastal Bay Boynton Beach,_FIL 33435 0 Job Truss Truss Type Qty Ply A0400487 58113F l FL28 Floor Girder 1 1 I Job Reference o tional Al KUUV IMU SSES, FORT PIERCE, FL 34946 j Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:56 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-t6NyfGjeSB1 CZUrEdk9bV8t6aGfVGHeeIBmZkyhMy1 0-10-1 2-6-0 1-11-15 2-6-0 Dead Load Defl. = 1/8 in 3x3 11 1.5x4 11 1.5x4 11 4x4 = 34 11 1 24x4= 1 3 1 4 5 6 3x6 = 9 3x4 = 8 3x4 = 7 3x6 = 4 Y LOADING(psf�i, SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.80 Vert(LL) -0.13 9-10 -846 480 MT20 244/190 TCDL 20.�1 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.24 9-10 >456 360 57 Horz(TL) 0.01 7 n/a n/a BCDL 5.0I Code FBC2010/TPI2007 tri (Matrix) Weight: 50 lb FT = 0%F, O%E LUMBER- � TOP CHORD 4 SP M 30(flat) BOT CHORD x4 SP No.2(flat) WEBS 4 SP No.3(flat) BRACING - TOP CHORD 1) Structural woo sheathing directly applied or 6-0-0 oc purlins, excep send verticals. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. REACTIONS. ( /size) 10 = 708/Mechanical 7 = 621/Mechanical Max Grav 10 = 708(LC 1) 7 = 621(LC 1) FORCES. (lb) Max. Comp./M X. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD j 2-3=-1555/0, 3- 1=-1555/0, 4-11=1555/0, 4-5=-1555/0 BOT CHORD 9-10=0/560, 8-9III 0/1555, 7-8=0/464 WEBS J 3-9=-526/0, 4-8�-4420/0, 2-9=0/1101, 2-10=-895/0, 5-$.-0/1206, 5-7=-743/0 NOTES- 1) Unbalanced f1 or live loads have been considered for this design. II 2) Plates checked for a plus or minus 0 degree rotation about its center. � 3) Refer to girde s) for truss to truss connections. 4) "Semi -rigid pit hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 5) Recommend 6 strongbacks, on edge, spaced at 10-0-0 oc and f tened to each truss with 3-10d (0.131" X 3") nails. Strong acks to be attached to walls at their outer ends or restraine by other means. 6) Hanger(s) or er connection device(s) shall be provided sufficie to support concentrated load(s) 534 lb down at 3-11-9 top chord. The design/selection of such connection devic (s) is the responsibility of others. 7) In the LOAD C SE(S) section, loads applied to the face of the truss are n ted as front (F) or back (B). OAD CASE(S) Standard Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-10=-7, 1-6=-80 Concentrated Loads (lb) Vert: 11=534(F) Julius Lee. P.E.#34869 1109 Coastal Bay Boynton Beach„FL 33435 Job Truss Truss Type Qry Ply 58113F FL29 Floor 7 1 LbA0400488 Reference (optional) Al KUUF I KUSStb, rUK I YItKL:t, I-L 3494b 0-3-7 1-2-8 3x4 1 23x6 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:56 2014 Pagc ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-t6NyfGjeSB1 CZUrEdk9bVBtE2GghGMjelBmZlcyhMyl -11-11 2-0-0 1-9-4 1-4-15 1.5x4 11 1.5x4 11 3x6 = 3x4,i 3 4 5 6 12 11 10 9 3x3 = 8 3x3 = 7 3x3 = 3x3 = LOADING(psf) SPACING- 1-4-0 TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 384/0-3-0 (min. 0-1-8) 6 = 384/0-3-0 (min. 0-1-8) Max Grav 1 = 384(LC 1) 6 = 384(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-374/0, 2-3=686/0, 34=-686/0, 4-5=-686/0, 5-6=415/0 BOT CHORD 10-11=0/373, 9-10=0/686, B-9=0/413 WEBS 1 -11 =0/502, 2-11 =-317/0, 5-8=-301 /0, 6-8=0/524, 2-10=0/379, 5-9=0/354 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 7-8-15 CSI. DEFL. in (loc) I/deft Lid TC 0.26 Vert(LL) -0.0310-11 >999 480 BC 0.28 Vert(TL) -0.04 10 >999 360 WB 0.25 Horz(fL) -0.01 6 n/a n/a (Matrix) PLATES GRIP ' MT20 244/190 Weight: 50 lb FT = 0%F, 0%E Julius Lee, P.E:; #34869 1109 Coa'stA Bay Boynton Beac.hVF.L 33435 r I I Truss Truss Type Qty Ply r58113F FL30 FLOOiR 7 1 A04O0489 Job Reference (optional) At KUUr• I KU i5t5, t-UK I YItKUL, t-L 34U4b 0-3-7 1-4-15 3x6 3x3 11 1 2 9 83x6 = LOADING(psf�', SPACING- 1-4-0 TCLL 40.(i Plates Increase 1.00 TCDL 20.0, Lumber Increase 1.00 BCLL 0.0' Rep Stress Incr YES BCDL 5.0� Code FBC20101TPI2007 LUMBER - TOP CHORD 11C4 SP N0.2(flat) BOT CHORD x4 SP No.2(flat) WEBS x4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 cc bracing. REACTIONS. /size) 1 = 32310-2-15 (min.0-1-8) 5 = 323/0-2-15 (min. 0-1-8) Max Grav 1 = 323(LC 1) 5 = 323(LC 1) FORCES. (lb) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=480/012-3 79/0, 34=479/0, 4-5=-480/0 BOT CHORD 7-8=0/711 WEBS 1-8=0/547, 5-7=I/547 NOTES- 1) Plates check for a plus or minus 0 degree rotation about its centerI 2) Provide mechanical connection (by others) of truss to bearing plate atjomt(s) 1, 5. 3) "Semi -rigid pi �hbreaks with fixed heels" Member end fixity model was sed in the analysis and design of this truss. 4) Recommend 6 strongbacks, on edge, spaced at 10-0-0 cc and f tened to each truss with 3-10d (0.131" X 3") nails. Strong acks to be attached to walls at their outer ends or restrain by other means. 5) Gap between side of top chord bearing and first diagonal or verti I web shall not exceed 0.500in. LOAD CASE(S) II Standard Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:56 2014 PagE ID:pb?pAvBo94GXrsdDaZC7iIzCOVW t6NyfGjeSB1 CZUrEdk9bV8tGeGrOGLYeIBmZlcyhMyl 2-2-4 3x3 11 3x6 33x6 = 4 5 73x6 = 6 CSI. DEFL. in ([cc) I/deFl L/d TC 0.16 Vert(LL) -0.01 9 >999 480 BC 0.25 Vert(TL) -0.05 7-8 >999 360 WB 0.26 HOrz(TL) -0.00 5 n/a n/a (Matrix) PLATES GRIP MT20 2441190 Weight: 42 lb FT = 0%F, 0%E Julius Lee; P.E.434669 1109 C64SMI Bay. Boynton Bea'ct,FL 33435 Job Truss Truss Type Qty Ply 58113F FL31 Floor 5 1 A0400490 Job Reference (optional) At HOOF I RUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:57 2014 Page I D:pb?pAvBo94GXrzdDaZC7ilzCOV W-LJxKsckGDV93BeQQBRgg2MPRWfD4?rDn_rV6H2yhMy( 0-3-8 3x4 3x3 11 3x3 11 3x4 ,i 1-2-8 1-8-14 1 2 3 4 8g � 3x3 = 3x3 = 4-11-14 038 160 7 48-7 6 5 i 0-M 1-2-8 3-2-7 2 0-1-7 Plate Offsets (X,Y)—f1:Edge 0-2-41, f4:Edge,0-2-41 LOADING(psf) SPACING- 1-4-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP, TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 1 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 26 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 191/0-2-15 (min.0-1-8) 4 = 191/0-2-15 (min.0-1-8) Max Grav 1 = 191(LC 1) 4 = 191(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 4. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E #34869 1109 Coastal Bay Boynton Beach, FL 33435: ,I I �il� Al ROOF TR SSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:57 2014 Page ID:pb?pAvBo94GXrsdDaZC7i1zCOV W-LJxKsckGDV93BeQQ BRgg2MPNgfCO?ryn_rV6H2yhMy( 1-3-01 3x3 — 1-3-8 l 3x3 I I ' I 2 3 3x3 = 4 3 3 11 i I I i I i l i 1 4 v i I I I 3x6 = 1.5x4 11 1.5x4 11 8 7 6 5 3x6 = 4-6-8 LOADING(ps SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.1 Plates Increase 1.00 TC 0.40 Vert(LL) -0.00 7 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.01 7 >999 360 BCLL 0.01 Rep Stress Incr NO WB 0.12 Horz(fL) 0.00 5 n/a n/a BCDL 5.01 Code FBC2010/TPI2007 (Matrix) Weight: 28 lb FT = 0%F, 0%E LUMBER - TOP CHORD �4 SP No.2(flat) BOT CHORD ,�4 SP No.2(flat) WEBS 4 SP No.3(flat) BRACING - TOP CHORD Structural woo sheathing directly applied or 4-6-8 oc purlins, exceptlend verticals. BOT CHORD Rigid ceiling di ctly applied or 10-0-0 oc bracing. REACTIONS. ( /size) 8 = 463/Mechanical 5 = 506/Mechanical Max Grav 8 = 463(LC 1) 5 = 506(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-10=393/0, 3- I0=-393/0 BOT CHORD j 7-8=0/393, 6-7=(J/393, 5-6=0/393 WEBS 3-5=-514/0, 2-8- 514/0 NOTES- 1) Unbalanced floor live loads have been considered for this de n. 9 2) Plates check d for a plus or minus 0 degree rotation about its center. 11 3) Refer to girde[(s) for truss to truss connections. 4) "Semi -rigid pi1"tened breaks with fixed heels" Member end fixity model wased in the analysis and design of this truss. 5) Recommend6 strongbacks, on edge, spaced at 10-0-0 oc and f to each truss with 3-10d (0.131" X 3") nails. Strongj'acks to be attached to walls at their outer ends or restraineby other means. 6) Hanger(s) or er connection devices) shall be provided sufficieo support concentrated load(s) 201 Ib down at 0-8-4, 1 Ib down at 2-0-4, and 201 Ib down at 3-4-4, and 137 Iown at 4-5-0 on top chord. The design/selectionsuch connection device(s) is the responsibility of ers. 7) In the LOAD SE(S) section, loads applied to the face of the truss are ned as front (F) or back (B). )AD CASE(S) standard Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 5-8=-7, 1-4=-80 Concentrated Loads (lb) Vert: 4=-101(B) 9=-165(F) 10=-165(F) 11=165(F) Julius Lee, P,E 9#969 1109 Cda"stal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply • 58113F FT1G FLOOR GIRDER 1 3 A0400492 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi rek Industries, Inc. Wed Sep 03 11:27:57 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-LJxKsckGDV93BeQQBRgg2MPM9f7f?g9n-rV6H2yhMyl 1-8-5 2-0-0 2-0-0� p- 1i 1-8-7 1-8-7 , 1 Dead Load Defl. =1/8 in 19-9-8 2x4 11 3x10 = 1.5x4 11 1.5x4 11 3X10 = 3x4 = 416 = 12-11-6 12-11-10 0-0-2 4-2-10 Plate Offsets (X Y)- [1:0-24,0-1-8][6:04-0,0-341,[7:0-9-0,0-3-01,[11:04-12,0-2-01,[14:0-24,0-1-81,[17:0-3-8,0-1-81 LOADING(psf) SPACING- 0-8-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.11 15-16 >999 480 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.20 15-16 >747 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 305 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP M 31 'Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' W1,W10: 2x8 SP No.2, W7: 2x6 SP No.2 W4,W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 18 = 3976/Mechanical 11 = 1705/Mechanical 13 = 11325/0-3-8 (min. 0-1-13) Max Uplift 11 = -267(LC 3) Max Grav 18 = 4050(LC 3) 11 = 2628(LC 4) 13 = 11325(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=3888/0, 10-11=-577/0, 1-2=-6783/0, 2-3=-6783/0, 3-19=-10375/0, 4-19=10375/0, 4-20=-5937/0, 5-20=5937/0, 5-21=-5932/0, 6-21=-5973/0, 6-22=0/8841, 7-22=0/8841, 7-23=0/8841, 23-24=0/8841, 8-24=0/8841, 8-25=2740/1539, 25-26=2740/1539, 9-26=2740/1539, 9-27=-504/144, 10-27=-504/144 BOT CHORD 17-18=0/461, 16-17=0/10375, 15-16=0/10375, 14-1 5=0/1 0375, 13-14=-2614/0,12-13=-4420/1579, 11-12=-1539/2740 WEBS 3-16=-492/135, 4-15=-177/441, 7-13=-4281/0, 3-17=-4020/0, 2-17=-1706/0, 1-17=017032, 4-14=5598/0, 5-14=-1663/0, 6-14=0/8652 C 113=4 %1/0, 9-11=-2450/1528, 9-12=-1644/0, WEBS 3-16=-492/135, 4-15=-177/441, 7-13=-4281 /0, 3-17=-4020/0, 2-17=1706/0, 1-17=0/7032, 4-14=5598/0, 5-14=1 663/0, 6-14=0/8651, 6-13=-798110, 9-11=-2450/1528, 9-12=1644/0, 8-12=0/3285, 8-13=7395/0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 2 rows staggered at 0-5-0 oc, 2x6 - 3 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide metal plate or equivalent at bearing(s) 13 to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 11. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 972 lb down at 5-1-12, 1001 lb down at 6-9-112, 971 lb down at 7-11-12, 986 lb down at 9-3-12, 1012 lb down at 10-7-12 , 929 lb down at 11-11-12. 1003 lb down at 13-3-12, 853 lb down at 14-7-12, 819 lb down at 15-11-12, and 786 lb down at 17-3-12, and 775 lb down at '17-9-0 on top chord, and 935 lb down at 19-24 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-18=-3, 1-19=-694(F=-654), 7-19=40, 7-26=-575(F=-535), 10-26=40 Concentrated Loads (lb) Vert: 4=-1001(F) 5=986(F) 11=-935(F) 9=-786(F) 19=-972(F) 20=971(F) 21=-1012(F) 22=-929(F) 23=-1003(F) 24=853(F) 25=819(F) 27=-775(F) Julius Lee; P.E 434869 1109 Coastal Bay1 Boynton Beacfi,;FL 33435 Job Truss Truss Type Qty Ply 58113E FT2G FLOOR GIRDER 1 A0400493 Job Reference (optional) Al HUUF I FORT PIERCE, FL 34946 I Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:27:58 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-pWi4yku_pHwpo?dl9B4bZyWM3PRkFQwCVFfpUyhMy? 0-0 —i ' I 3-0-4 ♦ '-7�—I 2-0-14� 17 16 2x4 11 4x4 = I I 1.5x 11 3 4x6 = 3x4 = 1.5x4 1 4 5 6 3x4 = 3x4 = 7 8 2x4 11 9 5 o 15 4x4 = 8-2-14 I 14 1 12 11 3x4 = 4x6 = 1.5x4 11 3x4 = & 10 10 6 0 11-6-0 12-6-0 17-6-8 10 48 = 5-8-6 0- 12 2-2-6 1-0 0 1-0-0 5-0-8 LOADING(psf) SPACING- 0-9-0 TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2 4 SP No.2 2) BOT CHORD 2 4 SP No.2 6 WEBS 2'' SP No.3 *Except* Ci 2x8 SP No.2 BRACING- u�� TOP CHORD I 3 Structural wood heathing directly applied or 6-0-0 oc purlins, except th nd verticals. 4) BOT CHORD I at Rigid ceiling dir I tly applied or 6-0-0 oc bracing. 5) REACTIONS. (Isize) 6) bf 17 = 149/Mechanical ) 10 = 935/Mechanical fix 13 = ( 1505/0-2-0 (min. 0-1-8) to Max Grav 8( 17 = 180(LC 3) 10 = 958(LC 4) X 13 = 1508(LC 8) Ot FORCES. (lb) 9) Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shown. ur I 7 TOP CHORD 1' 9-10=-255/0, 1-2,-465/11, 2-3=465/11, dE 3-18=-465/11, 4- 8=-465/11, 4-5=0/668, re 5-6=-1897/0, 6-1 =-1897/0, 7-19=-1897/0, 7-8=-1897/0 BOT CHORD L( 15-16=-11 /465, 1, -15=-668/0, c 13-14=-668/0, 12j13=0/1897, 11-12=0/1897, 1) 10-11=0/2129 WEBS 5-12=0/267, 4-13 -656/0, 5-13=-2623/0, 4-15=011022, 3-1�=286/0, 8-11=-370/0, 8-10=1990/0, 1-11— 25/479 NOTES- 1) 2-ply truss to b connected together with 10d (0.131"x3") nails as follows: Top chords conn ted as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 r w at 0-7-0 oc. Bottom chords co ' nected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at b-9-0 oc. CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.53 Vert(LL) -0.0610-11 >999 480 MT20 244/190 BC 0.71 Vert(TL) -0.1210-11 >896 360 WB 0.30 Horz(TL) 0.02 10 n/a n/a (Matrix) Weight: 152 lb FT = 0% All loads are considered equally applied to all plies, cept if noted as front (F) or back (B) face in the LOAD kSE(S) section. Ply to ply connections have been wided to distribute only loads noted as (F) or (B), less otherwise indicated. Unbalanced floor live loads have been considered for s design. Plates checked for a plus or minus 0 degree rotation out its center. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to aring plate atjoint(s) 13. "Semi -rigid pitchbreaks with fixed heels" Member end ty model was used in the analysis and design of this ss. Recommend 2x6 strongbacks, on edge, spaced at 0-0 oc and fastened to each truss with 3-10d (0.131" ! .') nails. Strongbacks to be attached to walls at their ter ends or restrained by other means. Hanger(s) or other connection device(s) shall be wided sufficient to support concentrated load(s) 62 lb lat 2-4-10, 165 Ib down at 5-0-10, 265 lb down at 10, 365 lb down at 10-4-10, and 465 lb down at i0-10, and 565 lb down at 15-8-10 on top chord. The sign/selection of such connection device(s) is the �ponsibility of others. CASE(S) and 1 + Floor Live (balanced): Lumber Increase=1.00, Increase=1.00 )rm Loads (plf) : 10-17=4, 1-9=45 mntrated Loads (Ib) 5=-365(F) 3=-165(F) 2=62(F) 18=-265(F) 465(F) 20=565(F) Julius Lee, P,E df34.869 1109 Coastm Bay Boynton Beach, FL. 33435 10 s � -1 ROOF TRUSSES A FLGRIDA CORPORATION Important Notes % Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-11995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood I Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Mate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A -I Roof Trusses. Spanish versions are also available. L2) All temporary and permanen bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. If provided by truss manufactu er, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer, should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. Unless specified, roof trusses a ie not designed for any additional attic storage loads. On flat surfaces, adequate drainage must be provided to avoid ponding. It is the builder's responsibility o assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic ,access opening should be located between trusses unless otherwise noted. Unless specified, valley framing design, connection, material and labor to be supplied by the builder. Attached drawings are stands d details that cover most installation standards. Structural details provided by the building desiger supersede any attached details. 0) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed throi gh the trusses to be supported by the foundation. In cases where trusses are designed to carry tl4leI structure above all loads and uplifts MUST be verified by building designer. Connection of structu le to trusses must be provided by the building designer. 1,1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individdlal truss design drawings. 1 ) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. I ' Any questions or comments'feel free to contact A-1 Roof Trusses at 772-409-1010. 44511 St. Lucie Blvd., Fort Pierce, FL 34946 , 1010 Office 772-409-1015 Fax www.A1truss.com Name., - U a P Address: STRUCTURAL CONNECTORS' Customer: Customer: Number. Hangers f R. fc 4 g 14, MR, A! afft 0 a.;! It -V Rio, 4 550 1609,b-Of 'Yde aodw 1 1 %125561 -.1076%... A: S4h*d T1 JUS24 188:4 655 750 820 510 4- 10d (Header) FL821.39, - 2 - lod (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 4 -10d (Header) I I 1 1 2 - lad (Joist) T2 JUS26 1881, 850 975 1060 1115 4- 10d {Header) FL$21.42, 4 - 10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 4 -10d (Header) 1 14. lod (Joist) T3 MSH422 1833, - 22 - 10d (Face - Face Max Nailing) FL822.36, 6 - 10d (Face - Top Max Nailing) as- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6- 10d (Joist -Top Max Nailing) RR 25836, 4- lod (Top -Top Max Nailing) 13116-R W422 2245 2245 2245 6-16d (Canted Member- Face Mount) 6- lod (Conied Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 1 6d (Face - Top Flange) 4 - 16d (Top - Top Flange) THA1422 1835 1835 1835 2-10dxl-112or2-lodxl-112(Carried hteiitber) 20 -10d or 2 - I Od (Face) .4 -10d (Top) v USP Structural Connectors T4 TH D26 1784 2485 2855 3060 2170 - - 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) , 06- 092L05, RR 25843 HTU26 2940 3340 3600 1555 11 - IOd x 1-112 (Carried Member) 20 -10d x 1-1/2 (Carried Member - Max Nailing) 20 -16d (Carrying Member) _ 27 -16d (Carrying Member- Max Nailing) T5 TH D26-2 178:4 2540 2920 3175 2285 - - 18 - 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R HHUS26 2 2785 3155 3405 1550 14 -16d (Face) 6 - I6d (Joist) HW26-2 2940 3340 3600 2I75 20 -10d (Carried Member - Max Nailing) 20 -16d (Canying Member- Max Nailing) T6 THD28 178L 3865 3965 3965 2330 28.16d (Face) FL13285.35 16 - 1.Od x 1-1/2 (Jaist) , 06- 0921.05, RR 25843 HTU28 3020 4340 4680 2140 - 26 -10d x 1-112 (Carried Member - Max Nailing) 26 -16d (Canylnq Member- Max Nallinq) T7 THD28-2 1781, 3950 4540 4935 2595 - - - _ M16d-(Face) — -- - - — - - FU.3285.35 - - - 16 - 10d (Joist) , 06- 092LO5, RR 25843, .13116-R HHUS28 7 4210 4770 5140 2000 22 -16d (Face) 8 -16d (Joist) KU28-2 3820 4340 4680 3485 - - 26 -10d (Carried Member - Max Nailing) 26.16d (Carrying Member- Max Nailing) T8 TH D46 1781. 2540 2920 3175 2285 - - - 18 - 16d (Face) FL13285.35 12 -10d (Joist) , 06- - --_ _ - -- - -- - ---- - -- - - — -- -- - - - ---- --- ---- ---- - - - --- -- -- -- -- ----- RR 25843, 13116-R USP Structural Connectors ` HHU546- - 2790 3410 IISSO - 14 -16d (Face) 131610 - - 6 - I6d (Joist) T9 THD4B 1781. 3950 4540 4935 2595 28 - 16d (Face) FL13285.35 16 - 10d (Joist) , 06- 092L05, RR 25843, 13116-R HHUS48 4210 4"0 5140 2000 - 22 -16d (Face) 8 -16d (Joist) T10 TH DH26-2 1881, 3915 4505 4795 2235 - 20 - I6d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-_2 4355 4875 5230 2155 - - .20.16d (Face) 8 -16d (Joist) T11 TH01,126-3 1883, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 20 -16d (Face) 8 -16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 - - 36 - 16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 188:4 6770 7785 8025 2665 - - - - 36-16d (Face) FL821.77, 12 -16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - 36 -16d (Face) 12 -16d (Joist) USP Structural Connectors i Name: Address: S UCIUiZAL C NNECTORS' Customer. A Wrek'Compzq Contact: Number. Fastener C*parison Table j L� ON .L•�Y.,??_v_;- - -.•::"�-+5.':- t. 2.-^- - ��w-C3-� .-F.... �•e='r�`-"=:=-�..�^y_ ''.-: 6 - �,-+r''Ic - - .:•X..'� :%��.:�-•.+3^+'+�C.-�Y-�-•�� �,.. ✓y,�Y-'-1..: �NOR-. �__ .__�_ �+.-' z.-:.•^ - � ..r_ -._ i���v ^ �//y /,■^ ^1■�F _•-_ •k"'•'-^a. :.. =Y... .__-'�2i 4__:X= ---.�'-.z1•-'.SS�:OfIGLV� ^�.+,.�..,-.:�-- �--�ti.._..-.:.:34).v_ ... r+..�_:'.i �i-_ ::.s,%�i::r^.+�?lam - .-%i?e:f'V'-ivlti'-r�:�: _•titi;: sr.?re':�'_h.: e.`e=ry- iG;'wT.��'a i5'-•-._�"yyi ry:„r-r2-=T �'?'s-4: - f>,_-_ ..._,rt :_ - f:&rn -_ - - "''�`:e`?• = ��.y�..�i!s�"�"'K3Z�='+: •s'-'r-4-°I '-c---.5...:�TT: 'label€,'EISP:Stoclic� _ �-= R cnredFasiene h =_:= "- - .x" "; eq rs;{fie en?n Na RequirIIdF6sterrer� =`" - ft� ;= - TI JUS24 4 - 101 (Header) LUS24 4-10d (Headel) 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 -16d (Face) NGUS26-2 20-16d (Face) 8 -1fid (Joist) 8-16d (Joist) - T31 THDH26-3 20 -ISO (Face) HGU526-3 20-16d (Face) s-16d1(Joist) 8 -16d (Joist) - T12 THDR28-2 36-16d (Face) HGUS28-2 36-16d (Face) 10 -15d (Joist) 12 -16d (Joist) T13 HDH28-3 36 -16d (Face) UGUS28-3 36-16d (Face) 12-16d (Joist) 12- 16d (Joist) - T2 JUS26 4-10d (Header) LUS26 4-10d (Header) 4 -10d (Joist) 4-10d (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6 -16d (Carved Member - Face Mount) 6 -10d (Face -Top Max Nailing) 6-10d (Carried Member - Top Flange) 6 - lod (Joist -Face Max Nailing) 22 -16d (Face - Face Mount) 6 - led hoist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d I(Tap -Top Max Nailing) 4-16d (fop - Top Flange) - T4 THD26 18 -16d (Face) HTU26 11-104X 1-ZQ (Carried Member) 12 -10d x 1-1J2 (Joist) 20 -10d x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) TS THD26-2 18 -16d (Face) HHUS26-2 14 -16d (Face) 12-10d1(Joist) 6-16d (Joist) - T6 28 -16d I(Face) H TU28 26 -10d x 1-112 (Carried Member - ITHD28 16-10d 1-IJ2(Joist) Max Nailing) 26 -16d (Carrying Member - Max Nailing) t T7 TH028-2 28 -:16d(Face) HHUS28-2 22 -16d (Face) 16-lod (Joist) 8-16d (Jois1) - I T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 -lad (Joist) 6-16d (Joist) - I T9 THD48 128 -16d (Face) UHUS48 22 -16d (Face) 16 - iod (Joist) 8 -16d (Joist) Address: IqSTRUCTURAL Customer: CONNECTORS' A M rsk'Company COrdact: Number. �� w>: � _��}'`�• -_ .. F _F�� FT ..ice . JUS24 (Qty.- THDH26-2- (Qty.1) THDH26-3 (Qty.-1) MEW Mu NO THDH28-2 (Qty.1) THDH28-3 (Qty. 1) JUS26 MY 1) ti '%G �f " pught flange s3,c-�.=. ►v MSH422 (Qty. 1) THD26 (Qty. 1) THD26-2 (Qty' 1) a- Left° r� Left: flange ��\� w�y, bight p bight flange flange THD28 (Qty.1) THD28-2 (Qty.- 1) THD46 (Qty.1) USP Structural Connectors IMM Name: MQ5BP INA Address: CO UCTURAL NECTORS` Customer: q „ AMiTek'Comvaml COntadt: Number: Left flar►gs Right flange TH D48 (Qtr 1) USP Structural Connectors Try t I 1 TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD 170 MPH EX C H=251 MAX a za t 2. FIF MILM 3s4 tta12 NAILM Tt l NAILlI 1 ONAORLMMID with216dtoenaAsTCJEp CI . On mu itis 3�_ RiA1L6 NArLM - 2-1Sd --- taenags 4 Sc21e=12 riA1L1� NAILED 13 r 0 n u' 76 NAILED 3e:— NAILS 2A' strap e-16dr 15' e�.c h ead LOADING (p-Q SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 125 TC 0.71 Vert(ILL) -DM 6-7 >999 360 MT20 21-11190 TCDL 15.0 L. ber Increase 125 SC 049 Vert(TL) -0.09 64 >999 240 BCLL 0.0 ' Rep Stress Inc NO We 0.50 Hom(TL) 0.01 6 rva n1a HCDL 10.0 Cod=FRC201DrTP12007 (Main*M) Weight —'-lb FC-D! LUMBER BRACING TOP CHORD 2x4 SYP M 38 TOP CHORD Structural wood sheathing direcgyappfled or 6 0.0 oe pudlns. BOT CHORD 20 SP No.2 BOT CHORD StrucWtal mood sheallIing direellyappiied or 3-94 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stab liters and mciu red cross bracing be installed during truss erection, in accordance vdth Stabilizer Installation Guide. REACTIONS (IIINIze) 4-163NAechankal, 2-6011010-15 (min. 0-1-8), 6-362rMechankal Max Horz2-308(LC 4) Marc Up5ft4--156(LC 4), 2--382(LC 4), 5b-159(I_C 8) Max Grv4=219(LC 2), 2-734(LC 2), 5-4124LC 2) FORCES (Ib) - Max. Compj'Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11--933F645, l l-12--856BD7, 3-12--845i303 BOT CHORD 214- 6S 1/848, 14 15-�39r8 +8, 7 15-=391B48, 7-1 fi- 4391848, 6 i 6- 43?J849 WEBS 3-6--916475 NOTES 1) WIad:ASCE 7-10;170ngth (3-second gust) Vasd=132mph; TCDL-5.0pst; BCDL-5.0pst; h-25n; CaL it; Exp C; End., GCpI-D_18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33 2) This truss is not designed to support a ceiling and Is not Intended for use Wiem aesthe9cs are a consideration_ 3) Plates che&..ed tar a plus or tins 0 degree rotation about its center. 4) This kiss has been designed fora 10.0 pst bottorn chord Due load nonconcurrerd with any other live toads. 5)'This truss hs been designed for a five load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tag by 2-0-0 wide via fit between the bottom chord and any other members. EN " N 3486E ' * =_ Luz �V STATE OF •��� .P401110- 'ONM -`; �.. 1109 COASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE BRACING DETAIL FAR EXTERIOR FILAT GIRDER TRUSS ie 412d� PITCH��� — TRUSS 24' Q.c, 4 12d MAX 30" (2-��"� UPLIFT CONNECTION ```11111irrr,r, ,� �s -5•k < SEE R Q F TI U SS 2x6 2 SP BOTH .� �� •: FACES �,icENs�'� ��`''. .G NN E FLAT = °J-dazXpTER'�I}�R -�GIRDER �+�y SIMPSON Hr.,.1' ,STATE OF�NF�ORIDE;.•'' � 1109 COASTAL BAY BOYNTON BC,FL 33435 10/29/22 STANDARD PIGGYBACK TRUSS i IEEBRUARY 14, 2012 I CONNECTION DETAIL (PERP N 1 ULAR) ST PIGGY-PERP,I a M 7ek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss Wormadon. NEARSIDE Mli i ek IndUSWes. Ch2SterrWd, MD rage 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or WIND DESIGN P ER ASCE 7-98, ASCE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS IVAXiMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -16d (0.131- X35-1 NAILS TOENAILED. FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base suss information. NOTES FORTOE44AIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SH01kbL 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NOTES FOR TRUSS: THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 Fl- OR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. ``�}1111I111/// �� S * ' N 34869 =-U W= 7d Lu �0 ' STATE OF f s � 1109 COASTAL BAY BOYNTON BC,FL 33435 '10119/12 EBRU�ARY 14, 2012 I Standard Gable End Detail SHEET 2 ' O Pa e2Df2 0 ® I MTek indushizs, Che�eli'�e1d• MO 9 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1 I► J I Trusses Ca) 24:" O.C. o� HORIZONTALBRACE 2YS DIAGONALBRACE SPACED 48- D.C. (SEE SECTION A A) ATTACHED TD VERTICAL WITH (4) -16d AekdusMes, Inc, Roof SheathingCOMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) -10d COMMONS. I 1'-3' Max. THERE IONSIBILIfYOFTHE 13LDGDESIGNER OR PRIE IENGINEERIARCHTECTTODESIGN THE NAILDAGONALBRACETOQAG MLW 4 AILS 3SOEST ESISTALL OUT OF PLANE LOADS THAT RESULT n M THE BRACING or -THE GABLE ENDS I 2X 4 PURLN FASTENED TO FOUR TRUSSES WITH TWO I6d NAILS EACH. FASTEN PURUN \ TO BLOCKING- WITi`1016d NAILS (MIN) Qiag. Brace I \ \ PROVIDE2,C4BLOCKINGBETWEEN THETRUSSES at 1 /3 paints \� SUPPORTING THE BRACE AND THETWOTRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRU SSES WITH (2) -1 Dd NAILS AT EACH END. ATTACH DIAGONALBRACETO BLOCKING WITH (5) - I W COMMON WIRE NAILS. End Wall .ti<..-,:_, -_- . �Al� r I CEILING SHEATHING i BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTUR LGABLE TRUSSESMAYBE BRACED ASNOTED: STRUCT11FiAL METHOD 1 : T T ACH A MATCHING GAME TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE OLLOWMG NAILING SCHEDULE - METHOD 2 : WTTACH 2X _ SCABS TO T}{E FACE OF EACH VEM I ICAL SCABALONG NAILING ON SCHEDULE. CABS AL GABLE PER THE FOLLOWING VrUrt CAL hiIUUNG SCHEDULE. SCABS ARETO BE OF THE SAME SIZE, GRADE ID SPECIES AST HETRUSS VERTICALS NA Na SCt ULE- FORWSPEEDS 120 MPH (ASCE7-9B4O2,05),150 MPH (ASCE7-10) OR LESS, NAILALL MEUSEWITH ONE ROW OF 1Dd (.131- X 3') NAILS SPACED 6' O.C_ - FOR W 1 D SPEEDS GREATER 120 MPH (ASCE 7.9B, 02, b5),150 MPH (ASCE 7-10) NAIL ALL MEMSE WITH TWO ROWS OF 10d (131- X 31 NAILS SPACED 6- D.C. (2X -STUDS MINIMUM) 64AXIMUM STUD LENGTHS IS ARE LISTED ON PAGE I- A LL BRACING METHODS SHOWN ON PAGE 1 ARE VAUDANDARETOBEFASTENED ToTHE SCA13SOR LVLAYEDSTUD VERTICAL STUDS OFTHESTANDARD GABLE TRUSS ON THE INTERIOR SIDE OFTHE STRUCTURE STRUCTURA 1 AN ADEQUATE DIAPHRAGM OR OTHER METHOQ QQ��jj CING MUST BLE TRUS l BE PRESENT TO PROVIDEFULLLATERAL tIf?) f BaorroM CHORD TO RESIST ALL OUT OF PLANE��dAb�VIE INa"OWN IN THIS DETAIL IS FORTHE VERTICA eSY' ucENsF' •. �� NOTE : TT-ILS DETAIL 1 I,TO BE USED ONLY FOR (N 34869 STRUCTURAL GABLES WITH INLAYED _ - STUDS.TRUSS'ESWTIHOUTINLAVED I =-U ' - S STUDS ARE NC . ADDRESSED HERE � - 77 _ _ Q �4 (L j _- _ STATEOF STANDARD ' '•� ' .'�LOmDN GABLETRUSS �,s��NA.. � ! II1jtllltlll�� 1109 COASTAL BAY BOYNTON BC,FL 33435 D PIGGYBACK I FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL I ST-PIGGY PLATE I �/ as �oo ©oo L F�jm a Mriek Industries, Inc. This detarl is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under an enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for upfr"ts. NOTE: This detail is valid for one ply trusses spaced 24' o c. or less. PIGGY6ACKTRUSS refer to actual truss design drawing for additional piggyback truss information. 5 SPACE PUALINS ACC ORt]ING TO THE hr 4MUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O.C. A PURLINTO BE LOCATED AT EACH BASE TRUSS JOIN. MTek Industries, Chesterrie{d, M0 Page 1 of 1 Attach piggyback truss to the base truss with 37x8' TEE -LOCK Muld-Use connection plates spaced 48" o.c. Plates shall be pressed into the piggyback truss at 48' o.c. staggeredfrom each face and nailed to the base truss with four (4)- 6d (15"x0.099,) nails in each plate to achieve a maximum uplir capacity of 3777 lbs. at each 3"x8' TEE -LOCK Multi -Use connection plate. (Minimum of 2 plates) Attach each purlin to the top chord of the base truss. (P urlins and connection byr others) BASE TRUSS Refer to actual truss design drawing for additional base truss iniormation. IIfill, EN • N 34869 �° w Q . STATE OF R. 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEB%k,, RY 14, 2012 I TRUSSED VALLEY SET DETAIL I ST VALLEY SYP MiTsk NTek indushies, Chestaiztd. MO Page i of i GENERAL SPECIFICATIONS 1. NAIL SIZE X 2. INSTALL VALLEY TRUSSES (24' O.G ttA)CItJ+UM) AND S SECURE PER DETAILA tries, Inc. 3, BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. GABLE ENO. CGS WO TRUSS 4. BASE TRUSS SHAM BE DESIGNED WITH A PURLIN SPACING OR GBiDERTRUSS EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEYTRUSS SPACING. S. NAILING DONE PER NDS - 01 / 6. VALLEY STUD SPACING NOT TO EXCEED 4H' O.C. 7. ALL LUMBER SPECIES TO BE SYP. TYPICAL SECUR VALLEY TRUSS W/ONEIROWOF16d NAILS ;10.C.. ATTACH 2x4 CON TO THE ROOF Wl INTO EACH BASE DETAIL A V SHEATHING) T!S. BASETRUSSES VALLEYTRUSSTYPIGAL GABLE END. COMMON TRUSS I OR GIRDER TRUSS _ - DETAIL BELOW (TYP.) WIND DESIGN PER ASCE 7•98. ASCE 7-02, ASCE 7-DS 120 MPH WIND DESIGN PER ASCE7-lG 15D MPH US NO 2 SYP MAX MEAN ROOF HEIGHT d 30 FEET ' X 3.5'} NAILS D_131ROOF PITCH - MINIMUM 8i12 MAXIMUM 10il2 i fill ( CATEGORY It BUILDING S. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : 11E01 1 l l MAX TOP CHORD TOTAL LOAD -Gp,P§r l%/7 MAX SPACING - 24' O.C. (SAS�14} tt� �V� E'$•k �i�� MINIMUM REDUCED DEAD D F�'2P9F••..: i� ON THE TRUSSES ` ' ��GENSF • .� *' N 34868Lli •' a' •10 19/12 � _ STATE OF 1109 COASTAL BAY BOYNTON BC,FL 3343S OCTOBER 1. 2006 L U Jaa ° o � AL a MiTek Industries. Inc. LATERAL TOE-NAI L DETAIL ST TOENAIL SP tATeklndushies,Chesh-AeW. M0 Page off NOTES 1. TOE -NAILS SHALL BE DRI VEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT_ (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD- 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) I DIAM. SYP DF HF SPF SPF S O .131 Be B0.6 69.9 69:4 59.7 0 .135 93.5 B5 6 74.2 727B 63.4 in _162 108.8 99.6 BSA 84.5 73.8 ci z .128 74.2 67.9 5B.9 57.6 593 .131 759 69.5 60.3 59.0 51.1 .148 Al a 74.5 64.6 631 52.5 Cd VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE IDJRATION OF LOAD INCREASES MAY BE APPLJED. EXAMPLE. (3) -16d NAILS (.162" cfiam. x 3.S') WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (ib/nail) X 1.15 (DOL) = 291.5lb Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30° TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEIAS SHONNARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2 NAILS NEAP. SIDE NE4R SIDE 45.00° SIOE MEIN (2�7 I N41LS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 300 TO 60° 45.000 `,`111111ftff/��! us' �"k � . 4�ceivsF • .F�'� ' N W69 ' 10/19/12 tlj1 STATE OF 1109 CO_AS'iAL BA`T BOMMN BC, FL 33435 J J OCTO I ER 1, 2006 UPLIFT TOE -NAIL DETAIL I ST TOENAIL UPLIFT it CEO q) MiTelc ►rdust6es, Ch---qe feid, Mo ' Page 1 of 1 NOTES LLL���lI�LUJJ i. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER oC= AND STARTT ED i1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEV`JOOD- 3. ALLOWABLE VALUE SHALL BE THE LESSER. VALUE OF THE BOTTOM CHORD SPECIES MiTek Industries, Inc- OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES - SIDE VIEW NEAR SIDE TOF OF VIMS SHOWN ARE FOR FAR SI E I I ILLUSTRATIGN PURPOSES ONLY TOE-N.j IL WITHDRAWAL VALUES PER NDS 200'11 (lb/nail) DIAM. !11SYP DF HF I SPF SPF S O .131 1111 58.5 46-1 315 29.8 20-3 0 135 I 60.3 47.5 I 32.6 30.7 20.9 162I 72.3 5A 39.1 25.1n co q .131 I 543 429 293 273 18.8 ;�61 3.2 31.3N -148 213 m 09 .120 45.9 3" �4 23A O -128 I, 49.0 38.6 25.5 25.0 o .131 q 50-1 39.5 27.1 25.5 `d 143 56.6 4q5 3D.6 28.9 VALUES SHO q ARE CAPACITY PERTOE-NAIL. APPLICABLE ORATION OF LOAD INCREASES MAY BE API EXAMPLE; (3) -16d NAI (,162" diam. x 3.5") WITH SPF SP=CIES Forlhtnd DO II of 1.33: 3 (nails)X36 0 (Ib/nail)X 1.33 (DOL forwind) = 146.8lb For Wind DOL(, of 1.60: 3 (nails) X 36. (lb/nal)X 1.60 (DOL forwind)=176.61b Ifthe upliF reation specified on the Truss Design Drawing is morn than 146.8 Ibs (176.6lbs) another mechanical up ift connection must be used- `` USE (3) TO AILS ON 10 BEARING WALL -USE(4)TOE AILS ON 2x6 BEARING WALL 17.0 174 19.0 PLATE mum Allowable Uplift Reaction Dua To Wnd mum Allowable Uplift Reaction Due To Wind END VIEW 10/19/12 0Ss -•k J� • �,cENsF • rF�'% N 34869 - 7fC _ STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 Lu A-1 ROOF Th TRUSSES A FLORIDA COWORATION I RE: Job 5811 R Site Information: Customer Infa JWN CONSTRUCTION INC. Lot/Block: Address: City: St Lucie Name Addre �s and License# of Structural Name: SHA M STAMBAUGH, PE Address: 300 PGA BLVD SUITE 203 City: PALM BEACH GARDENS, FL General True' Engineering Criteria Desic Loading Co itions): Design Coded BC2010/TP12007 Wind Code: AS,CE 7-10 Wind Speed: 170 MI Roof Load: 55,0 psf This package ncludes 85 individual, dated Tr With my seal ffixed to this sheet, I hereby ce conforms to 6 G15-31.003,section 5 of the FI r design values are in accordance with ANSI/TPI 1-2007 section 6.3 truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Iject Name: RIZK RES Model: RIZK RES Subdivision: County: St Lucie State: FL gineer of Record, If there is one, for the building. License #: 33467 Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 7.5 Floor Load: 0.0 psf Design Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professional Engineers Rules. No. Seal # i j Truss Name Date No. Seal # Name Date No. Seal # Truss Name Date 1 A0400494 11 A01G 913/14 13 A0400506 _Truss CM 9/3/14 25 A0400518 CS 9/3/14 2 A04004951, A02 9/3/14 14 A0400507 CN 9/3/14 26 A0400519 CT 9/3/14 3 A0400496 ; B01 9/3/14 15 A0400508 CO 9/3/14 27 A0400520 CU 9/3114 4 A04004971 B02 9/3/14 16 A0400509 CP 9/3/14 28 IAO400521 CV 9/3/14 5 A0400498 B03 9/3/14 17 A0400510 CPA 9/3/14 29 A0400522 CW 9/3/14 6 A0400499 B04 9/3114 18 A0400511 CPB 913114 30 A0400523 CX 913/14 7 A0400500 CA 9/3114 19 A0400512 CPC 9/3/14 31 A0400524 CY 9/3/14 8 A0400501 CB 9/3/14 20 A0400513 CPD 913/14 32 A0400525 CZ 9/3/14 9 A0400502111 CE 9/3/14 21 A0400514 CPE 9/3/14 33 A0400526 D01 G 9/3/14 10 A04005031, CF 9/3114 22 A0400515 CPF 9/3114 34 A0400527 D02 9/3114 11 A0400504 CG 913/14 23 A0400516 CQ 9/3/14 35 A0400528 D03G 9/3/14 12 A0400505' CL 9/3/14 24 A0400517 CR 9/3114 36 A0400529 E01G 9/3114 The truss drawin '(s) referenced have been prepared by Mi ek Industries, Inc. under my direct supervision based on the parameters provided byA 1 Roof Trusses, Ltd. i Truss Design Enc neer's Name: Julius Lee. My license renewal.date for the state of Florida is February 28,2015. I NOTE: The se on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability anc use of components for any particular builc ing is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. S S./f •, Digitally signed by JULIUS LEE 'J,. ICENSF '•��% DN: cn=JULIUS LEE, o=TRUSS • N 34869D /"' ENGINEER ou=STRUCTURAL PE _� �1 W \ , `\ STATE OF .441 ,>� ernail jlenterpnses2012@yahoos 1109 COASTAL BAY„3;435 BOYNTON BEACH, FL � 5 Date: 2014.09.03 12:20:49-04'00' � Page 1 of 2 AIWIN 'IOIOIOIvIO CI AI WINIOIOIOIWIvIm cn WINI''IOIOIOI-IOIMI IWINI� CO Cm 4 CU CO CD N O N D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D co 0 0 0 0 0 0 0 pp o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CDCD A A A A A A A 2 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A 61 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Cl O O O O O O O O O O O O O O O O O O O O O O O O O Cl O O O CA Cn m m W cn m Cn Cn En Cn Cn Cn cn CA Cn Cn Cn Cn Cn cn cn Cn en t" Cn cn Cn en Cn Cn CA Cn Cn m CA Cr) O CA CA O tl) Cn Cn Cn Cn Cn Cn cn Cn En cn A +� A A .p A W W W W W WW W W W W V O En A W N O w m -,1 m Cn A W N — O W W V O Cn A W N --• O CO O v CA M A w N — O �- �- �- �- S Z Z Z 2 2 Z S T m m m m m m m m m m m m m m - I to M O-u O Z K 2 O M M O O D C- C- C- C_ C_ W W s o 0 0 0 0 0 0 CDc 2 moo Cp D n cn -. � A 10 N � Cl CO 00 -1 01 cn A W N N fCDCD w w w w w0 'W wwW aAA`w wA w w wA wA wA wA A A A A AA A0 Ith.CG A co co CIO M Z COn coo 0~0 CCJ1 O D o 0 o n o 0 0 0 o D rn 0 0 0 0 0 0 CC 0 0 0 °1 � core con con Cori con CM core coil j con 0 core con 0000 v � al .VA W N COO 007 0 0 0 C- CD 0 < 2 NDy A W N -+ Z CD rn co co co co co Co co co Co o co w w W w W cw w w co w w 0 A A A A A A A A A A A CD 0 CS Cil ib 5. 1 Cod 0 UMO z Lmon S C CD 3 CD CD Q N C C CL y Co C1 Cc CD 7 CA 7 1 co C_ CD CD N 4 N 0 CD • 7 c p� c 0CD CD O o. N 7 CD C CD CD to CD CA 7' CS Z cn cn CL CD Q. O IL1 S O CD O N -,I y CD 0- 0 7 CA W It. 40 Job Truss Truss Type Qty Ply A0400494 58113R A01G Roof Special Girder 1 1 Job Reference o tional Al ROOF TR SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi-rek kidustries, Inc. Wed Sep 03 11:44:55 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-Y9SAWi2gTHPdJ5F4gExZl1 aGxi X6 WCJd3E5-02yhMiE 6-0-14 9-5-8 6-0-14 3-4-10 1.50 12 1 Fva u 3x4 = 3x4 = 0-10-8 5-2-6 3-4-10 Plate Offsets i X — 1:0-5-8 0-0-8 2:0-140-2-0 LOADING(ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.d Plates Increase 1.25 TC 0.71 Vert(LL) 0.06 4-5 >999 360' . MT20 244/190 TCDL 15A Lumber Increase 1.25 BC 0.59 Vert(TL) -0.06 4-5 >999 240 BCLL Ohl ` Rep Stress Incr NO WB 0.29 Horz(TL) -0.01 4 n/a n/a BCDL 10. Code FBC201 O/fP12007 (Matrix-M) Weight:.38 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD Structural woc puriins, excel BOT CHORD Rigid ceiling d MiTek recon cross bracin REACTIONS. j 1 = 4 = Max Horz 1 = Max Uplift 1 = 4 = Max Grav 1 = 4 = FORCES. (lb) Max. Comp./%a when shown. TOP CHORD 1-2=-904/818 BOT CHORD 1-9=-348/310, 5-11=-887/829 WEBS 2-5=-323/265,: SP No.2 SP No.2 SP No.3 sheathing directly applied or 5-5-7 oc end verticals. y applied or 5-8-3 oc bracing. ds that Stabilizers and required installed durina truss erection. in 663/0-8-0 (min. 0-1-8) 722/Mechanical 144(LC 19) -630(LC 4) -735(LC 4) 663(LC 1) 722(LC 1) Ten. - All forces 250 (lb) or less except 6=-728/807, 1-5=-856/807, 4-11=887/829 8/982 NOTES- 1) Wind: ASCE (-10; Vun=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; E x p D; Encl., G pi=0.18; MWFRS (envelope); cantilever left and right ex osed ; end vertical left exposed; porch left exposed; Lumb r DOL=1.60 plate grip DOL=1.60 2) Plates check d for a plus or minus 0 degree rotation about its center' 3) This truss ha i been designed for a 10.0 psf bottom chord live load i onconcurrent with any other live loads. 4) . This truss h' s been designed for a live load of 20.Opsf on the bottom c ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w I fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 lb uplift at joint 1 and 735 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this tru Ss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 295 lb down and 324 lb up at 6-0-14, and 94 lb down and 79 lb up at 8-5-7 on top chord, and 222 lb down and 271 lb up at 6-0-14, and 240 lb down and 308 lb up at 8-5-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 2-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 2=-60(B) 5=-81(B) 10=21(B) 11=-240(B) Jtilfus Lee, P.E..#34869 1109 Coastal Bay Boynton Beach, FL 33435 2 Job Truss Truss Type Qty Ply 58113R A02 Monopitch 1 1 A0400495 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:44:55 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-Y9SAWi2gTHPdJ5F4gExZl1 aEk1 Yu W99d3E5_02yhMi( 6-8-5 9-2 6-8-5 2-9-3 1.5x4 II 3 1.5x4 11 sxa = 4x4 = 0.10.8 6-8-5 9-5-8 , 0 10 a 5-9-13 2-9-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.10 5-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) 0.09 5-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 590/0-8-0 (min. 0-1-8) 4 = 434/Mechanical Max Horz 1 = 174(LC 8) Max Uplift 1 = -545(LC 8) 4 = -439(LC 8) Max Grav 1 = 590(LC 1) 4 = 434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-641 /1250 BOTCHORD 1-6=-1065/556, 1-5=-1393/607, 4-5=-1393/607 WEBS 2-4=-723/1660, 2-5=-593/179 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 1 and 439 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee' P.E.434869 1109 Coastal Bay Boynton Beach, FL ,33435 AG I J�? Job Truss Truss Type Qty Ply A0400496 58113R B01 Jack -Closed Girder 1 1 Job Reference (optional) Al KUUP I KUSStS, I -UK I VILHUL, r-1- 44`J40 6 1.5x4 II Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:44:55 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-Y9SAWi2gTHPdJ5F4gExzll aEml WmW2Ud3E5_02yhMiE 9-11-15 5-0-0 019F1_2 5 4 3x6 = 5x6 = = 1116 in 5-0-0 , 9-11-15 5-0-0 5-0-0 Plate Offsets -- 1:0-2-0 0-1-8 4:0-3-0 0-2-12 5:0-2-0 0-1-8 6:0-2-8 0-0-12 i LOADING(psf 1 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. Plates Increase 1.25 TC 0.85 Vert(LL) 0.07 5-6 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.68 Vert(TL) -0.13 4-5 >870 240 BCLL 0A ` Rep Stress Incr NO WB 0.92 Horz(TL) 0.02 4 n/a n/a BCDL 10.( Code FBC2010/TP12007 (Matrix-M) Weight: 49 lb FT = 0% LUMBER - TOP CHORD x4 SP No.2 5) • This truss has been designed for a live load of BOT CHORD x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- TOP CHORD I bottom chord and any other members. Structural woo sheathing directly applied or 3 4-11 oc 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to purlins, excep BOT CHORD end verticals. bearing plate capable of withstanding 448 lb uplift at joint Rigid ceiling di ectly applied or 6-4-0 oc bracing. ends that Stabilizers and required 6 and 465 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this MiTek recom cross bracing) a installed during truss erection, in truss. accordance With Stabilizer Installation uide. 9) Hanger(s) or other connection device(s) shall be sufficientprovided l 1 REACTIONS. b/size) down and 153lb up atu15 -12, 115 lb down 156lb up 6 = 880/Mechanical at 3-5-12, 116 lb down and 159 lb up at 5-5-12, and 117 4 = 980/Mechanical lb down and 163 lb up at 7-5-12, and 118 lb down and Max Horz 166 lb up at 9-5-12 on top chord, and 51 lb down and 21 6 = -85(LC 6) lb up at 1-5-12, 53 lb down and 20 lb up at 3-5-12, 55 lb Max Uplift down at 5-5-12, and 57 lb down at 7-5-12, and 59 lb 6 = -448(LC 4) down at 9-5-12 on bottom chord. The design/selection 4 = -465(LC 8) of such connection device(s) is the responsibility of Max Grav others. 6 = 1 880(LC 1) 10) Warning: Additional permanent and stability bracing 4 = 980(LC 1) for truss system (not part of this component design) is always required. FORCES. (lb) Max. Comp./MA. Ten. All forces 250 less 11) In the LOAD CASE(S) section, loads applied to the - (lb) or except face of the truss are noted as front (F) or back (B). when shown. TOP CHORD 1i7=-1760/854, 1-6=-797/449, LOAD CASE(S) 7-8=-1757/853,2-8=-1752/852, Standard 34=-318/231 1) Dead + Roof Live (balanced): Lumber Increase=1.25, BOT CHORD Plate Increase=1.25 5-14=862/175 14-15=862/1757, Uniform Loads (plo 15-16=-862/17 Vert: 1-3=-90, 4-6=-20 WEBS 17,4-16=-862/1757 Concentrated Loads (lb) 1-5=-907/1833, 2-5=-272/343, Vert: 7=-100(F) 8=-104(F) 9=-108(F) 10=-113(F) 24=-1841/904 1 11=-117(F) 12=-48(F)13=-49(F) 14=-50(F) 15=-51(F) 16=-52(F) NOTES- 1) Wind: ASCE -10, Vult=170mph (3-second gust) Vasd=132mph; DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; EnG., G1pi=0.18; MWFRS (envelope); cantilever left and right ex sed ; end vertical left exposed; Lumber DOL=1.60 plate rip DOL=1.60 2) Provide adeq ate drainage to prevent water ponding. 3) Plates check °J for a plus or minus 0 degree rotation about its center. Julius Lee, P.E.434869 4) This truss ha been designed for a 10.0 psf bottom 1109 Coastal Bay chord live load pnconcurrent with any other live loads. Boynton Beach, FL 33435 Job Job Truss Truss Type Qry Pty B02 Roof Special 1 1 A0400497 [Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mffek Industries, Inc. Wed Sep 03 11:44:56 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-OLOZk23SEaXUxEgGOyScrE6RF(QoGFgGmiurXYUyhMi! 7-2-10 9-11-15 7-2-10 2-9-5 0.19 12 3x8 = 5x6 = 1.5x4 11 7-2-10 9-11-15 7-2-10 2-9-5 1.5xpflad Load Den. = 1 /8 in 5x6 = Plate Offsets (X,Y)—f2:0-1-4,0-2-81, [4:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.17 5-8 >714 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.24 5-8 >487 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 41lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 542/Mechanical 4 = 542/Mechanical Max Horz 1 = 138(LC 8) Max Uplift 1 = -253(LC 8) 4 = -285(LC 8) Max Grav 1 = 542(LC 1) 4 = 542(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-766/560 BOT CHORD 1-5=-797f704, 4-5=-656/721 WEBS 2-5=-87/294, 2-4=-916/832 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 1 and 285 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. 434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400498 58113R B03 Roof Special 1 1 I Job Reference (optional) Al ROOF I FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:44:56 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-OLOZk23SEaXUxEgGOySorE6U2QxWFdimiurXYUyhMi! 5-9-15 944 9-11-1$ 5-9-15 3-6-5 0-7-11 0 3x8 = riaic vuacm LOADING(psf, SPACING- 2-0-0 TCLL 30.Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL O.0 Rep Stress Incr YES BCDL 10. Code FBC2010/TPI2007 LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 WEBS x4 SP No.3 SLIDER Left 2x4 SP N ' 3 1-9-0 BRACING - TOP CHORD Structural woo sheathing directly applied or 5-5-8 oc purlins, excep end verticals. BOT CHORD Rigid ceiling di ectly applied or 5-5-13 oc bracing. MiTek recom ends that Stabilizers and required cross bracing a installed during truss erection, in REACTIONS. (lb/size) 1 = 561/0-8-0 (min. 0-1-8) 5 = 9 3/Mechanical Max Horz 1 = 184(LC 8) Max Uplift 1 = -250(LC 8) 5 = -288(LC 8) Max Grav 1 = 561(LC 1) 5 = 523(LC 1) FORCES. (lb) Max. Comp./M I K. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-544/384, 2=-512/397, 2-3=-1039/829 BOT CHORD 1-7=-1026/104 1-6=-1026/1043, 5-6=-1026/104 WEBS 3-5=-1133/111 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.0psf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D; Encl., G pi=0.18; MWFRS (envelope) and C-C Exterior(2) zon cantilever left and right exposed ; end vertical left exp ed;C-C for members and forces & MWFRS for rea Itions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates check d for a plus or minus 0 degree rotation about its center 1.5x4 11 4 1.5x4 11 axv — i6 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.56 Vert(LL) 0.05 6-11 >999 360 MT20 244/190 BC 0.33 Vert(TL) -0.07 6-11 >999 240 WB 0.41 Horz(fL) 0.02 5 n/a n/a (Matrix-M) Weight: 45 lb FT = 0% 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 1 and 288 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Jullus Lee, P.E.43.4869 1109 Coastal Bay Boynton Beach,FL.33435 Job Truss Truss Type Qty Ply 58113R B04 . Roof Special Girder 1 1 A0400499 Jab Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep; 03 11:44:57 2014 PagE ( I D:pb?pAvBo94GXrsdDaZC7ilzCOVV/ LUYaxxO44?ugLZOPTxf71 OSfdKg8e_3JwXYa54wyhMi, 5-2-13 7-8 11 9-11-15 5-2-13 2-5-14 2-3-4 1 snFi—q- Dead Load Defl. = 1/8 in 3x4 �xv — 5-2-13 7-8-11 9-11-15 5-2-13 2-5-14 2-34 Plate Offsets (X Y)—[5:0-1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.16 5-6 >756 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.27 5-6 >430 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 638/0-8-0 (min.0-1-8) 5 = 979/Mechanical Max Horz 1 = 164(LC 4) Max Uplift 1 = -303(LC 4) 5 = -546(LC 4) Max Grav 1 = 638(LC 1) 5 = 979(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1495/698, 2-3=1464/770 BOT CHORD 1-6=-780/1387, 6-11=-289/494, 11-12=-289/494, 5-12=289/494 WEBS 2-6=-326/339, 3-6=-653/1187, 3-5=-707/413 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connecfions. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 1 and 546 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)154 lb down and 97 lb up at 7-8-11, and 76 lb down and 82 lb up at 8-3-14 on top chord, and 316 lb down and 222 lb up at 7-8-15, and 334 lb down and 189 lb up at 8-3-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 3=80(B) 10=37(B) 11=-316(B) 12=334(13) Julius Lee, P.E 434809 1109 Coastal Bay Boynton Beach, FL .33435 0 1 r Job Truss Truss Type Oty Ply A0400500 58113R CA Corner Jack 3 1 Jab Reference o tional Al ROOF TRU, SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:44:57 2014 NagE III ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-UYaxxO44?ugLZOPTxfz1 OSfnfgMH_ANwXYa54wyhMi, 05M 0 Plate Offsets Y — 1:0-0-15 0-7-10 1:0-1-4 Ed e LOADING(psf)! SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.01 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD k4 SP No.2 6) Provide mechanical connection (by others) of truss to BOT CHORD 4 SP No.2 bearing plate capable of withstanding 88 lb uplift at joint 1 BRACING- 2 lb uplift at joint 3 and 23 lb uplift at joint 2. TOP CHORD 7) "Semi -rigid pitchbreaks with fixed heels" Member end Structural woo sheathing directly applied or 1-11-11 oc fixity model was used in the analysis and design of this pudins. truss. BOT CHORD 8) Warning: Additional permanent and stability bracing for Rigid ceiling di ctly applied or 10-0-0 oc bracing. ends that Stabilizers and required truss system (not part of this component design) is always required. MiTek recom cross bracing Joe installed during truss erection, in LOAD CASE(S) REACTIONS. ( /size) Standard 1 = 195/0-8-0 (min. 0-1-8) 3 =-2/Mechanical 2 = 23/Mechanical Max Horz 1 = 37(LC 8) Max Uplift 1 = I -88(LC 8) 3 = -2(LC 1) 2 = -23(LC 8) Max Grav 1 = 195(LC 1) 3 = 8(LC 3) 2 = 23(LC 1) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 1-10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., G pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone cantilever left and right exposed ; end vertical left expoed;C-C for members and forces & W MFRS for rea ' ions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates check for a plus or minus 0 degree rotation about its center. 3) This truss ha been designed for a 10.0 psf bottom chord live load n nconcurrent with any other live loads. 4) - This truss h been designed for a live load of 20.Opsf on the bottom c rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any other members. 5) Refer to girde '(s) for truss to truss connections. Julius Lee; P.E.134869 1109 Coastal Bay Boynton Beach, FL 33435- x Job Truss Truss Type Oty Ply 58113R CB Corner Jack 1 1 A0400501 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:44:57 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-UYaxxO44?ugLZOPTxfzlOSfnpgLr ANwXYa54wyhMi, 1-11-1 1-11-1 N CP d 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 110/0-8-0 (min. 0-1-8) 3 = 39/Mechanical 2 = 61/Mechanical Max Horz 1 = 36(LC 8) Max Uplift 1 = -49(LC 8) 3 = -15(LC 8) 2 = -40(LC 8) Max Grav 1 = 110(LC 1) 3 = 39(LC 1) 2 = 61(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1, 15 lb uplift at joint 3 and 40 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E: 434869 1109 Coastal Bay Boynton B.each,FL.33435 A t M Job Truss Truss Type Qty Ply 58113R CE Corner Jack 2 1 LbA0400502 Reference (optional) Al ROOF I RLl§St5, I -OR I PILRUE, FL 3494b Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:44:58 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-yk8J9k4imCoCAY fVNUGwfCxLEiYjdd3lCKedNyhMi2 2-7-1 2-7-1 Plate Offsets X,Y)—r1:0-4-0 Edael, r1:0-0-4,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30. Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.01 Code FBC2010/TPI2007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 4 SP No.2 6) Provide mechanical connection (by others) of truss to BOT CHORD 4 SP No.2 bearing plate capable of withstanding 19 lb uplift at joint 2 WEDGE 23 lb uplift at joint 3 and 96 lb uplift at joint 1. Left: N G-- BRACING- .3 7) "Semi -rigid pitchbreaks with fixed heels" Member end TOP CHORD fixitymodel was used in the analysis and design of this Structural woo sheathing directly applied or 2-7-1 oc truss- 8) Warning: Additional permanent and stability bracing for 8) purlins. BOT CHORD truss system (not part of this component design) is Rigid ceiling di 11, ctly applied or 10-0-0 oc bracing. ends that Stabilizers and required always required. MiTek recomro cross bracing be installed during truss erection, in LOAD CASE(S) accordance with Stabilizer Installation guide. Standard REACTIONS. (lb/size) 2 = 30/Mechanical 3 = 35/Mechanical 1 = 213/0-8-0 (min. 0-1-8) Max Horz 1 = 47(LC 8) Max Uplift 2 = -19(LC 8) 3 = -23(LC 8) 1 = -96(LC 8) Max Grav 2 = 30(LC 1) 3 = 35(LC 1) 1 = 213(LC 1) FORCES. (lb) l Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE i-10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; Exp D; I J., G pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone cantilever left and right exposed ; end vertical left exp �Sed; porch left exposed;C-C for members and forces & M FRS for reactions shown; Lumber DOL=1.60 plate rip DOL=1.60 2) Plates check for a plus or minus 0 degree rotation about its center. !, 3) This truss ha 'been designed fora 10.0 psf bottom chord live load n' nconcurrent with any other live loads. 4) ' This truss h s been designed for a live load of 20.Opsf on the bottom c rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any Julius Lee, P.E..t/34869 other members. I 1109 Cdastal Bay 5) Refer to girder(s) for truss to truss connections. Boynton Beach, FL .33435, Job Truss Truss Type Qty Ply 58113R CF Corner Jack 1 1 A0400503 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep'03 11:44:59 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-QwhhM45KXVw3oiZr34OVTtkwPevlS4tD_s3B9pyhMi, 6-1-5 6-1-5 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 183/Mechanical 3 = 93/Mechanical 1 = 389/0-8-0 (min. 0-1-8) Max Horz 1 = 113(LC 8) Max Uplift 2 = -155(LC 8) 3 = -127(LC 8) 1 = -356(LC 8) Max Grav 2 = 183(LC 1) 3 = 99(LC 3) 1 = 389(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-167/399 BOTCHORD 14=-529/215 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TC 0.80 Vert(LL) 0.19 3-8 >385 360 MT20 244/190 BC 0.51 Vert(TL) 0.16 3-8 >445 240 WB 0.00 Horz(TL) -0.02 2 n/a n/a (Matrix-M) Weight: 20lb FT=0% 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2, 127 lb uplift at joint 3 and 356 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435. A, Job Truss Truss Type Qty Ply A0400504 58113R I CG Corner Jack 1 1 Job Reference o tional Al IKUUF- I Ftl P6L=S, FUK I FILK L, F-L J4V4b Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:44:59 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-QwhhM45KXVw3oiZr34OVTtkOye_sS_HD_s3B9pyhMi, 7-3-2 2-6-1 3x4 =4 Plate Offsets XY)—[1:0-4-0 Edgej [1:0-0-4,Edgel LOADING(ps SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. Plates Increase 1.25 TC 0.39 Vert(LL) 0.04 6-11 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.22 Vert(TL) 0.03 6-11 >999 240 BCLL 0. Rep Stress Incr YES WB 0.42 Horz(TL) -0.01 5 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 29lb FT=0% LUMBER - TOP CHORD x4 SP No.2 2) Plates checked for a plus or minus 0 degree rotation BOT CHORD x4 SP No.2 WEBS x4 SP No.3 about its center. WEDGE 3) This truss has been designed for a 10.0 psf bottom Left: 2x4 SP N chord live load nonconcurrent with any other live loads. .3 BRACING- 4) ' This truss has been designed for a live load of TOP CHORD 11rectangle 20.Opsf on the bottom chord in all areas where a Structural woo sheathing directly applied or 6-0-0 oc 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 5) Refer to girders) for truss to truss connections. Rigid ceiling dictly applied or 4-11-10 oc bracing. e 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 3 MiTek recomi,nends that Stabilizers and required cross bracing 6e installed during truss erection, in 411 lb uplift at joint 1 and 285 lb uplift at joint 5. "Semi accordance ith Stabilizer Installation guide. 7) -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Ib/size) truss. REACTIONS. 8) Warning: Additional permanent and stability bracing for 3 = 83/Mechanical truss system (not part of this component design) is 1 = 448/0-8-0 (min. 0-1-8) always required. 5 = 263/Mechanical Max Horz 1 = 134(LC 8) LOAD CASE(S) Max Uplift Standard 3 = -63(LC 12) 1 =-411(LC 8) 5 =-285(LC 8) Max Grav 3 = 83(LC 1) 1 = 448(LC 1) 5 = i 263(LC 1) FORCES. (lb) Max. Comp./M . Ten. All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-288/649, 1 2=-520/1142 BOT CHORD 1-7=-723/297, I,6=-1264/533, 5-6=-1264/533 WEBS 2-6=-452/128, 5=-598/1419 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., G pi=0.18; MWFRS (envelope) and C-C Extedor(2) zone cantilever left and right exposed ; end vertical left expo ed; porch left exposed;C-C for members Lee and forces & MWRS for reactions shown; Lumber Julius ; P.E. #34869 DOL=1.60 plate grip DOL=1.60 1109 Cdastal Bay Boynton Beach, FL 33435 t Job Truss Truss Type Qty Ply 58113R CL Corner Jack 4 1 A0400505 Job Reference (optional) Al KUUt- I KUbbtb, I -UK I PILKL:t, rL 34`J4b Run: /.b3U s Jul 14 ZU14 Print: /.bJU s JUI 14 2014 MI I ek Industries, Inc. Wed Sep 03 11:44:59 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-QwhhM45KXVw3oiZr34OVTtk69e11S4tD_s3B9pyhMi: 1-11-11 1-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 1/Mechanical 2 = 20/Mechanical 1 = 195/0-8-0 (min. 0-1-8) Max Horz 1 = 31(LC 8) Max Uplift 2 = -19(LC 8) 1 = -90(LC 8) Max Grav 3 = B(LC 3) 2 = 20(LC 1) 1 = 195(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=O.i 8; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 2 and 90 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach,FL 33435 x b Job Truss Truss Type Qty Ply A0400506 58113R CM Corner Jack 1 1 Job Reference o tional Al ROOF TRIP SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:00 2014 PagE ID:pb?pAvBo94GXrsdDaZC7i[zCOVW-u7F3aP6zip2wQs82doXk?4HH 2NfBX6MDWplhFyhMi1 1-11-0 1-11-0 to 2x4 zZ i 1-11-10 ' LOADING(ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30. Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD BOA CHORD x4 SP No.2 4 SP No.2 7) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING- ! fixity model was used in the analysis and design of this TOP CHORD truss. 8) Warning: Additional permanent and stability bracing for u St SttStructural woo sheathing directly applied or 1-11-10 oc truss system (not part of this component design) is r always required. BOT CHORD Rigid ceiling di , ctly applied or 10-0-0 oc bracing. MiTek recomihends that Stabilizers and required LOAD CASE(S) cross bracingllbe installed during truss erection, in Standard REACTIONS. (Ib/size) 1 = 108/0-8-0 (min. 0-1-8) 3 = 44/Mechanical 2 = 57/Mechanical Max Horz 1 = ( 30(LC 8) Max Uplift 1 = -49(LC 8) 3 = -20(LC 8) 2 = -35(LC 8) Max Grav 1 = 108(LC 1) 3 = 44(LC 1) 2 = 57(LC 1) FORCES. (Ib) Max. Comp./M . Ten. - All forces 250 (lb) or less except when shown. i NOTES- �1 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., G pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;zone;1 cantilever left and right exposed ; end vertical left exp ed;C-C for members and forces & MWFRS for rea ions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates check for a plus or minus 0 degree rotation about its center. 3) This truss ha been designed for a 10.0 psf bottom chord live load 6nconcurrent with any other live loads. 4) ' This truss h s been designed for a live load of 20.Opsf on the bottom c ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any other members. 5) Refer, to girde (s) for truss to truss connections. 6) Provide mech nical connection (by others) of truss to bearing plate ca able of withstanding 49 lb uplift at joint 1, 20 lb uplift at joirif 3 and 35 lb uplift at joint 2. Julius Lee, O.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435' I Jab Truss Truss Type QtyT 58113R CN Corner Jack 1 A0400507 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi Fek Industries, Inc. Wed Sep,03 11:45:00 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-u7F3aP6zip2wQs82doXk?4H Hv2N_BX6MD WplhFyhMi1 1-10-13 1-10-13 1-6-8 0-4-5 m v 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP , TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -1/Mechanical 2 = 16/Mechanical 1 = 194/0-8-0 (min. 0-1-8) Max Horz 1 = 29(LC 8) Max Uplift 3 = -1 (LC 1) 2 = -16(LC 8) 1 = -90(LC 8) Max Grav 3 = 6(LC 3) 2 = 16(LC 1) 1 = 194(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 3, 16 lb uplift at joint 2 and 90 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E:.#34869 1109 Coastal Bay Boynton Beach, FL 33435 0 ! a Job Truss Truss Type Ply58113R A0400508 CO Corner Jack Fy 1 Job Reference (optional) Al KUUr IKUiJJCA, rUKI rICKUC, rL04W40 0-10-6 0-10-8 LOADING(pso SPACING- 2-0-0 TCLL 30.0 IR Plates Increase 1.25 TCDL 15.0', Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 L Code FBC201 O/TP12007 LUMBER - TOP CHORD 4 SP No.2 BOT CHORD 4x4 SP No.2 BRACING - Top CHORD Structural woo sheathing directly applied or 3-9-6 oc purlins. BOT CHORD Rigid ceiling dir ctly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing �e installed during truss erection, in REACTIONS. (115/size) 1 = 299/0-8-0 (min. 0-1-8) 2 = 97/Mechanical 3 = 13/Mechanical Max Horz 1 = 58(LC 8) Max Uplift 1 = -142(LC 8) 2 = -75(LC 8) Max Grav 1 = 299(LC 1) 2 = 97(LC 1) 3 = 38(LC 3) FORCES. (lb) Max. Cc p./Ma Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; End., G i=0.18; MWFRS (envelope) and C-C Exterior(2) zone;'; ntilever left and right exposed; end vertical left expo "ed;C-C for members and forces & MWFRS for rea ions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load n nconcurrent with any other live loads. 4) ` This truss h been designed for a live load of 20.Opsf on the bottom ch ' rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members. 5) Refer to girde s) for truss to truss connections. 6) Provide mech ical connection (by others) of truss to bearing plate ca able of withstanding 142 lb uplift at joint 1 and 75 lb uplift a joint 2. Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:00 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-u7F3aP6zl p2wQs82doXk?4HEM2KXBX6M D WplhFyhMi' 3-9-6 3-9-6 9 M d CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.22 Vert(LL) -0.00 3-7 >999 360 MT20 244/190 BC 0.19 Vert(TL) -0.00 3-7 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) Weight: 11 lb FT = 0% 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E.:934869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R CP Corner Jack 1 1 A0400509 =onal Al ROUE I BUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep' 03 11:45:01 2014 Page I D:pb?pAvBo94GXrsdDaZC7iIzCOV W-MJpSn17b37An 1 OiEAV2zYlgPjRHwzMV RAYIDhyhMi( 2x4 ZZ LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 235/0-8-0 (min. 0-1-8) 2 = 129/Mechanical 3 = 60/Mechanical Max Horz 1 = 60(LC 8) Max Uplift 1 = -110(LC 8) 2 = -89(LC 8) 3 = -12(LC 8) Max Grav 1 = 235(LC 1) 2 = 129(LC 1) 3 = 66(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-509/517 BOT CHORD 1-3=-591 /532 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 51 CSI. DEFL. in (loc) I/defl L/d TC 0.24 Vert(LL) 0.03 3-6 >999 360 BC 0.27 Vert(TL) -0.03 3-6 >999 240 WB 0.00 Horz(TL) 0.00 1 n/a n/a (Matrix-M) 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1, 89 lb uplift at joint 2 and 12 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard C6 d PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Julius Lee, P.E. 934869 1109 Coastal Bay Boynton Beach, FL 33435 ON Job Truss Truss Type Qty A0400510 58113R CPA Corner Jack 3 [ly Reference (optional) Al RUUr I FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:01 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-MJpSni7b37An 10iEAV2zYlgRERhgwzMVRAYI DhyhMi( 1-6-4 1-6-4 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2X4 SP No.2 BOT CHORD 4 SP No.2 BRACING - TOP CHORD Structural wood,sheathing directly applied or 1-64 oc purlins. BOT CHORD 11 Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing be installed during truss erecfion, in REACTIONS. (lb/size) 2 = 100/Mechanical 3 = 66/Mechanical Max Horz 2 = 338(LC 1) 3 = -338(LC 1) Max Uplift 2 = -100(LC 8) 3 = -60(LC 8) Max Grav 2 = 100(LC 1) 3 = 66(LC 1) FORCES. (lb) I Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-892/372 BOT CHORD 1-3=-373/903 NOTES- 1) Wind. ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; ICDL=5.0psf, BCDL=5.Opsf, h=26ft; Cat. II; Exp D; Encl., G pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone cantilever left and right exposed ; end vertical left expo ed;C-C for members and forces & MWFRS for rea ions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checkE for a plus or minus 0 degree rotation about its center.' 3) This truss ha I been designed for a 10.0 psf bottom chord live load n nconcurrent with any other live loads. 4) ` This truss hA' been designed for alive load of 20.Opsf on the bottom c ' rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any other members, 5) Refer to girde,(s) for truss to truss connections. 2x4 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.08 Vert(LL) 0.00 6 n/r 120 MT20 244/190 BC 0.19 Vert(TL) -0.00 6 n/r 120 WB 0.00 Horz(rL) 0.00 n/a n/a (Matrix-M) Weight: 5 lb FT = 0% 6) Provide mechanical connecfion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2 and 60 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34.869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R CPB Corner Jack 2 1 A0400511 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:01 2014 Page ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-MJpSn17b37An t OiEAV2zYlgRtRiBwzMVRAYIDhyhMi( 2-8-2 2-8-2 0-10-8 0 10 a 2-8-2 1-9-10 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 4 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPt2007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 248/0-8-0 (min. 0-1-8) 2 = 51/Mechanical 3 = -12/Mechanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -117(LC 8) 2 = -43(LC 8) 3 = -12(LC 1) Max Grav 1 = 248(LC 1) 2 = 51(LC 1) 3 = 17(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 1, 43 lb uplift at joint 2 and 12 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E..#34869 1109 Coastal Bay Boynton Beach, FL 33435 it r 0 Job Truss Truss Type Qty Ply A0400512 58113R CPC Corner Jack 2 1 Job Reference (optional) Al ROOF TR JSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi rek Industries, Inc. Wed Sep 03 11:45:02 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-rVNq_58DgQldf9HQkCZCSVMafrl 6fQcfgglsm8yhMi? 3-10.0 3-10-0 Plate Offsets -- 1:0-0-11 0-7-11 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.01 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.00 3-7 >999 240 BCLL 0.0' ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 4 SP No.2 6) Provide mechanical connection (by others) of truss to BOT CHORD 4 SP No.2 bearing plate capable of withstanding 283 lb uplift at joint BRACING- TOP CHORD 1, 76 lb uplift at joint 2 and 40 lb uplift at joint 3. Structural woo sheathing directly applied or 3-10-0 oc 7) "Semi -rigid pitchbreaks with fixed heels" Member end pudins. fixity model was used in the analysis and design of this BOT CHORD truss. Rigid ceiling di ctly applied or 10-0-0 oc bracing. 8) Warning: Additional permanent and stability bracing for 'ends that Stabilizers and required truss system (not part of this component design) is always required. MiTek recom cross bracing Joe installed during truss erection, in REACTIONS. 1 = 2 = 3 = Max Horz 1 = Max Uplift 1 = 2 = 3 = Max Grav 1 = 2 = 3 = 302/0-8-0 (min. 0-1-8) 99/Mechanical 14/Mechanical 59(LC 8) -283(LC 8) -76(LC 12) -40(LC 9) 302(LC 1) 99(LC 1) 39(LC 3) FORCES. (lb) Max. Comp./Ma 1. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE l0; VuIt=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf, BCDL=5.0psf; h=26ft; Cat. II; Exp D; End., G pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone I cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & M FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates check o for a plus or minus 0 degree rotation about its center. 3) This truss ha been designed for a 10.0 psf bottom chord live load nQnconcurrent with any other live loads. 4) 'This truss h s been designed for a live load of 20.Opsf on the bottom c '�rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any other members. 5) Refer to girde,(s) for truss to truss connections. LOAD CASE(S) Standard Julius Lee; P.E..04869 1109 Coastal Bay Boynton Beach, FL 33435' A Job Truss Truss Type Qty Ply 58113R CPD Jack -Open 1 1 A0400513 Job Reference (optional) ' Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:02 2014 Page I D:pb?pAvBo94GXrsdDaZC7i1zCOV W-rVNq_58DgQ Idf9HQkCZC5VMX8RMfQcfgglsm8yhMi? 4-11-13 4-11-13 0-10-8 4-1-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.03 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) 0.03 3-7 >999 240 BCLL 0.0.` Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 369/0-8-0 (min. 0-1-8) 2 = 142/Mechanical 3 = 30/Mechanical Max Horz 1 = 77(LC 8) Max Uplift 1 = -347(LC 8) 2 = -109(LC 8) 3 = -64(LC 8) Max Grav 1 = 369(LC 1) 2 = 142(LC 1) 3 = 61(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-255/98 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 1, 109 lb uplift at joint 2 and 64 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E. #34869 1109 Coastal Bay Boynton Beach,FIL 33435 ! t Job Truss Truss Type Qty Ply A040O514 58113R CPE Jack -Open 1 1 Job Reference (optional) Al HUUF- I HU,Sbtb, I -OR I NILRUL, rL MV4b 0 LOADING(psf) SPACING- 2-0-0 TCLL 30.0{ Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD �r4 SP No.2 BOT CHORD k4 SP No.2 BRACING - TOP CHORD Structural woo sheathing directly applied or 3-10-0 oc purlins. BOT CHORD Rigid ceiling dir ,ctly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing Pe installed during truss erection, in Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:02 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-rVNq_58DgQldf9HQkCZCSVMafr16fQcfgglsm8yhMi? 3-10-0 3-10-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TC 0.23 Vert(LL) 0.01 3-7 >999 360 MT20 244/190 BC 0.19 Vert(TL) -0.00 3-7 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) Weight: 12 lb FT = 0% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 1, 76 lb uplift at joint 2 and 40 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) REACTIONS. ( /size) Standard 1 = 302/0-8-0 (min. 0-1-8) 2 = 99/Mechanical 3 = 14/Mechanical Max Horz 1 = 59(LC 8) Max Uplift 1 =-283(LC 8) 2 = -76(LC 12) 3 = -40(LC 9) Max Grav j 1 = 302(LC 1) 2 = 99(LC 1) 3 = 39(LC 3) FORCES. (lb) Max. Comp./Ma . Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End zoG i=0.18; MWFRS (envelope) and C-C Exterior(2) ne cantilever left and right exposed ; end vertical left expo ed; porch left exposed;C-C for members and forces & M 'FRS for reactions shown; Lumber DOL=1.60 plate' rip DOL=1.60 2) Plates check (i for a plus or minus 0 degree rotation about its center. 3) This truss ha been designed for a 10.0 psf bottom chord live load nnconcurrent with any other live loads. 4) * This truss h been designed for a live load of 20.Opsf on the bottom ch rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi6 fit between the bottom chord and any other members. I! 5) Refer to girde s) for truss to truss connections. Julius Lee, P.E. 934869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R CPF Jack -Open 1 1 A0400515 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep; 03 11:45:03 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-JhxCCR8rbkQUHJsdlw4RdjvnNFOfOIsovT1 PlayhMi_ 2-8-2 2-8-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 248/0-8-0 (min. 0-1-8) 2 = 51/Mechanical 3 = -12/Mechanical Max Harz 1 = 41(LC 8) Max Uplift 1 = -117(LC 8) 2 = -43(LC 8) 3 = -12(LC 1) Max Grav 1 = 248(LC 1) 2 = 51(LC 1) 3 = 17(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 1, 43 lb uplift at joint 2 and 12 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 I k i Job II Truss Truss Type Qty Ply 58113R CQ Corner Jack 1 1 A04OO516 Job Reference o tional Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 0311:45:03 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-IhxCCR8rbkQUHJsdlw4RdiverFH_OtsovTl PlayhMi_ 5-11-2 5-11-2 0 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 ; Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.01 Rep Stress Incr YES BCDL 10.0 i Code FBC2010/TPI2007 LUMBER - TOP CHORD 2 4 SP No.2 BOT CHORD 2 '4 SP No.2 BRACING - TOP CHORD j Structural wood sheathing directly applied or 5-1-11 oc purlins. i BOT CHORD ', Rigid ceiling dir, ctly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing �e installed during truss erection, in REACTIONS. (I 1 = �, 2 3 = Max Horz 1 = Max Uplift 1 = 2 = 3 = Max Grav 1 = 2 = 3 = FORCES. (lb) Max. Comp./Ma) when shown. TOP CHORD 1-2=-1294/1317 BOT CHORD 1-3=-1477/1374 NOTES- 1) Wind: ASCE i Vasd=132mph; l Exp D; Encl., GC Exterior(2) zone; vertical left expo; MWFRS for reac DO L=1.60 2) Plates checke about its center. 3) This truss has chord live load ni 4) . This truss ha on the bottom ch by 2-0-0 wide wil other members. 371/0-8-0 (min. 0-1-8) 198/Mechanical 76/Mechanical 91(LC 8) -176(LC 8) -141(LC 8) -4(LC 8) 371(LC 1) 198(LC 1) 96(LC 3) 4 Ten. - All forces 250 (lb) or less except 10; Vult=l7omph (3-second gust) :DL=S.Opsf; BCDL=S.Opsf; h=26ft; Cat. II; =0.18; MWFRS (envelope) and C-C antilever left and right exposed ; end d;C-C for members and forces & >ns shown; Lumber DOL=1.60 plate grip for a plus or minus 0 degree rotation een designed for a 10.0 psf bottom iconcurrent with any other live loads. been designed for a live load of 20.Opsf 'd in all areas where a rectangle 3-6-0 tall it between the bottom chord and any Dead Lc ad Deil. = 1/16 in N_ V N 5-11-12 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.65 Vert(LL) 0.11 3-6 >652 360 MT20 244/190 BC 0.53 Vert(TL) -0.14 3-6 >514 240 WB 0.00 Horz(TL) 0.01 1 n/a n/a (Matrix-M) Weight: 18 lb FT = 0% 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 1, 141 lb uplift at joint 2 and 4 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 0 Julius Lee, P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R CR Corner Jack 1 1 A0400517 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:03 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-JhxCCR8rbkQUHJsdlw4RdjvoEFPMOtsovT1 PlayhMi_ 1-11-0 1-11-0 2x4 ZZ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 6lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 108/0-8-0 (min. 0-1-8) 3 = 44/Mechanical 2 = 57/Mechanical Max Horz 1 = 30(LC 8) Max Uplift 1 = -49(LC 8) 3 = -20(LC 8) 2 = -35(LC 8) Max Grav 1 = 108(LC 1) 3 = 44(LC 1) 2 = 57(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1, 20 lb uplift at joint 3 and 35 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 l 1, I Job Truss Truss Type Qty Ply AO4OO518 58113R CS Corner Jack 1 1 Job Reference o tional Al ROOF I RUPSES, FUR I PILKUtz, FL 34U4b Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:04 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-nuVaPn9TM2YLuTRpsdbgAwRzvflw7K6y87nypoyhMh: 1-10-13 1-10-13 1-10-13 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.05 BC 0.04 WB 0.00 (Matrix-M) DEFL. in (loc) I/deft Vert(LL) -0.00 4 >999 Vert(TL) -0.00 4 >999 Horz(fL) 0.00 1 n/a L/d 360 240 n/a LUMBER - TOP CHORD 214 BOT CHORD 2 SP No2 4 SP No.2 7) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING- fixity model was used in the analysis and design of this TOP CHORD Structural wood ! sheathing directly applied or 1-10-13 oc truss. 8) Warning: Additional permanent and stability bracing for purlins. truss system (not part of this component design) is BOT CHORD always required. Rigid ceiling dir ctly applied or 10-0-0 oc bracing. nds that Stabilizers and required LOAD CASE(S) MiTek recom cross bracing 'ge installed during truss erection, in Standard accordance wi h Stabilizer Installation guide. REACTIONS. (10/size) 3 = -2/Mechanical 2 = 16/Mechanical 1 = 194/0-8-0 (min. 0-1-8) Max Horz 1 = 31(LC 8) Max Uplift 3 = -2(LC 1) 2 = -17(LC 8) 1 = -89(LC 8) Max Grav ` 3 = 6(LC 3) 2 = 16(LC 1) 1 = 194(LC 1) FORCES. (Ib) Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; CDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCS i=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left expo ed;C-C for members and forces & MWFRS for reac ons shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load nIconcurrent with any other live loads. 4) . This truss ha been designed for a live load of 20.Opsf on the bottom ch d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. 5) Refer to girder ) for truss to truss connections. 6) Provide mechaical connection (by others) of truss to bearing plate cap ;able of withstanding 2 lb uplift at joint 3, 17 lb uplift atjoint', and 89 lb uplift at joint 1. PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% Julius Lee; P.E. #34869 1109 Cdastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply 58113R CT Corner Jack 1 1 AO4OO519 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:04 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-nu VaPn9TM2YLuTRpsdbgAwRw_fiD7K6y87nyp0yhMh: 3-11-7 N Cn d d 0-10-8 0-10-8 3-11-7 3-0-15 Plate Offsets (X Y)--11:0-0-11 0-7-101. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase ' 1.25 TC 0.24 Vert(LL) -0.00 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.00 3-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1 1-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 308/0-8-0 (min. 0-1-8) 2 = 103/Mechanical 3 = 16/Mechanical Max Horz 1 = 63(LC 8) Max Uplift 1 = -146(LC 8) 2 = -80(LC 8) Max Grav 1 = 308(LC 1) 2 = 103(LC 1) 3 = 41(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.0psf: h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 1 and 80 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E. 43.4869 1109 Coastal Bay Boynton. Beach, FL 33435 Job Truss Truss Type Qty Ply AO4OO52O 58113R Cu Corner Jack 1 1 Job Reference (optional) At ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:04 2014 Page ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-nuVaPn9TM2YLuTRpsdbgAwRr5fgi7K6y87nyp0yhMh: 5-7-14 5-7-14 l 1 0-i 0-8 5-7-14 0 10-a 4-9-6 LOADING(psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.01 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0,03 3-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(Q -0.00 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2' 4 SIP No.2 6) Provide mechanical connection (by others) of truss to BOT CHORD 2 4 SP No.2 bearing plate capable of withstanding 195 lb uplift at joint BRACING- 1 and 126 lb uplift at joint 2. TOP CHORD 7) "Semi -rigid pitchbreaks with fixed heels" Member end Structural wood directly applied or 5-7-14 oc fixity model was used in the analysis and design of this �heathing purlins. truss. BOT CHORD Rigid ceiling dir ly applied or 10-0-0 oc bracing. 8) Warning: Additional permanent and stability bracing for d truss system (not part of this component design) is MiTek recom rids that Stabilizers and required age always required. cross bracing installed during truss erection, in accordance w4 h Stabilizer Installation guide. ' LOAD CASE(S) REACTIONS. (I /size) Standard 1 = 411/0-8-0 (min. 0-1-8) 2 = 167/Mechanical 3 = 38/Mechanical Max Horz 1 = 87(LC 8) Max Uplift 1 =-195(LC 8) 2 =-126(LC 8) Max Grav 1 = 411(LC 1) 2 = 167(LC 1) 3 = 73(LC 3) FORCES. (lb) Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-209/257 BOT CHORD 1-7=-302/242 NOTES- 1) Wind: ASCE,10; Vult=170mph (3-second gust) Vasd=132mph; DL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GC i=0.18; MWFRS (envelope) and C-C Exterior(2) zone; Cantilever left and right exposed ; end vertical left expo d;C-C for members and forces & MWFRS for reac Bons shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load n concurrent with any other live loads. 4) ' This truss ha been designed for alive load of 20.Opsf on the bottom ch fd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will'(it between the bottom chord and any Julius Lee, P.E.4 3.4869 other members. 111 1109 Coastal Bay 5) Refer to girder4s) for truss to truss connections. Boynton Beach, FL 33435 Job Job Truss Truss.Type Qty Ply �cv Corner Jack 1 1 A0400521 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:04 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-nuVaPn9TM2YLuTRpsdbgAwRwnthC7K6y87nypOyhMh: 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.03 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.03 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 12lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 240/0-8-0 (min. 0-1-8) 2 = 132/Mechanical 3 = 61/Mechanical Max Horz 1 = 61(LC 8) Max Uplift 1 = -112(LC 8) 2 = -91(LC 8) 3 = -11(LC 8) Max Grav 1 = 240(LC 1) 2 = 132(LC 1) 3 = 67(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-532/541 BOT CHORD 1-3=-617/557 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 1, 91 lb uplift at joint 2 and 11 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E.434869 1109 Coastal Bay' Boynton Beach,FL.33435 r k Job Truss Truss Type Qly Ply A0400522 58113R j CW Corner Jack 1 1 Job Referenceo tional Al KVUr I KU2p L:0, rUn, rir-m r, rL d4y90 0 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:05 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-F43yd7A57LgCWdO?PL6vi8_7A34MsnM5Mn W WLTyhMhI 2-5-4 a a I-10 s 2-5-4 0-1 0_: 1-s 1 z Plate Offsets (X IY)--f1:0-0-15 0-7-101[1:0-1-4 Edge] LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2, SP No.2 6) Provide mechanical connection (by others) of truss to BOT CHORD 2 4 SP No.2 bearing plate capable of withstanding 112 lb uplift atjoint BRACING- 1, 37 lb uplift at joint 2 and 22 lb uplift at joint 3. TOP CHORD Structural wood heathing directly applied or 2-5-4 oc 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this purlins. truss. BOT CHORD 8) Warning: Additional permanent and stability bracing for Rigid ceiling dirE tly applied or 10-0-0 oc bracing. nds that Stabilizers and required truss system (not part of this component design) is always required. MiTek recomm' cross bracing � installed during truss erection, in REACTIONS. (I11 LOAD CASE(S) size) Standard 1 = 243/0-8-0 (min. 0-1-8) 2 = 40/Mechanical 3 = -22/Mechanical Max Horz 1 = 44(LC 8) Max Uplift 1 =-112(LC 8) 2 = -37(LC 8) 3 = -22(LC 1) Max Grav 1 = 243(LC 1) 2 = 40(LC 1) 3 = 19(LC 8) FORCES. (lb) I Max. Comp./Ma Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7'1 0, Vult=170mph (3-second gust) Vasd=132mph; DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GC''i=0.18; MWFRS (envelope) and C-C Extedor(2) zone; ntilever left and right exposed ; end vertical left expos d;C-C for members and forces & MWFRS for react ns shown; Lumber DOL=1.60 plate grip DOL=1.60 11 2) Plates checke for a plus or minus 0 degree rotation about its center. j 3) This truss has een designed for a 10.0 psf bottom chord live load nodconcurrent with any other live loads. 4) ' This truss ha been designed for a live load of 20.Opsf on the bottom ch jjjjjjd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (t between the bottom chord and any other members. 5) Refer to girder ,) for truss to truss connections. Julius Lee, P.E.:#34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R CX Corner Jack 1 1 A0400523 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:05 2014 Page ID:pb?pAvBo94GXrsdDaZC7iizCOVW-F43yd7A57LgCWdO?PL6viB_8_35EsnM5MnW VLTyhMhl 1-2-9 1-2-9 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 = 53/Mechanical 3 = 13/Mechanical 2 = 40/Mechanical Max Horz 4 = 31(LC 9) Max Uplift 4 = -20(LC 8) 3 = -3(LC 9) 2 = -32(LC 12) Max Grav 4 = 53(LC 1) 3 = 19(LC 3) 2 = 40(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 4 3 lb uplift at joint 3 and 32 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400524 58113R CY Corner Jack 1 1 j Job Reference (optional) Al KUUr I KU;i,Jtb, FUK I VILKUL, YL 34tKU 4 4x6 11 LOADING(psf) SPACING- 2-0-0 TCLL 10.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2 'i SP No.2 BOT CHORD 2 4 SP No.2 WEBS 2 SP Not BRACING - TOP CHORD Structural wood heathing directly applied or 4-8-2 oc purlins, except d verticals. BOT CHORD Rigid ceiling dire tly applied or 10-0-0 oc bracing. MiTek recomm nds that Stabilizers and required cross bracing bo installed during truss erection, in Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:05 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-F43yd7A57LgC WdO?PL6vi6_?K3_asnM5MnW WLTyhMh� 4-8-2 4-8-2 0 T 0 m 9 W CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.58 Vert(LL) 0.05 3-4 >999 360 MT20 244/190 BC 0.46 Verl(fL) -0.06 3-4 >903 240 WB 0.00 Horz(TL) -0.02 2 n/a n/a (Matrix-M) Weight: 15 lb FT = 0% 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 4, 134 lb uplift at joint 2 and 3 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. REACTIONS. (I 1size) LOAD CASE(S) 4 = 241/Mechanical Standard 2 = 1781Mechanical 3 = 63/Mechanical Max Horz 4 = 76(LC 9) Max Uplift 4 = -103(LC 8) 2 = -134(LC 12) 3 = -3(LC 12) Max Grav 4 = 241(LC 1) 2 = 178(LC 1) 3 = 85(LC 3) FORCES. (lb) I Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-280/348 NOTES- I' 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T` DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GC 0.18; MWFRS (envelope) and C-C Exterior(2) zone;Ens 'ntilever left and right exposed ; end vertical left expos;C-C for members and forces & MWFRS for react shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checkei or a plus or minus 0 degree rotation about its center. 3) This truss hasen designed for a 10.0 psf bottom chord live load nooncurrent with any other live loads. 4) 'This truss haeen designed for a live load of 20.Opsf on the bottom chin all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilbetween the bottom chord and any other members. Julius Lee; P.E.134869 1109 Coastal Bay Boynton B.eWtI, FL :33435 Job Truss Truss Type Qty Ply A0400525 58113R CZ Corner Jack 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:06 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-jGdLgTBjufo38nbBz2e8FLXAZSKfbEbEbRG3uvyhMha 5-10-13 5-10-13 0-10-8 5-10-13 5-0-5 rn LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.02 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.04 3-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-13 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 426/0-8-0 (min. 0-1-8) 2 = 176/Mechanical 3 = 40/Mechanical Max Horz 1 = 109(LC 8) Max Uplift 1 = -199(LC 8) 2 = -135(LC 8) Max Grav 1 = 426(LC 1) 2 = 176(LC 1) 3 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-262/334 BOT CHORD 1-7=-409/317 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 1 and 135 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E. 434869 1109 Coastal Bay Boynton Reach, FL 33435 A Job Truss Truss Type Qty Ply 58113R D01 G Hip Girder 1 1 A0400526 i Job Reference o lional Al KUUF I 0 FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:06 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-jGdLgTBjufo38nbBz2e8FLXHtSO3bEwEbRG3uvyhMh> 3-8-0 4-5-0 8-1-0 3-8-0 0-9-0 3-8-0 2x4 0-10-8 2-9-8 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.01 4 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2V SP No.2 BOT CHORD 2 4 SP No.2 WEBS 2 4 SP No.3 WEDGE Left: 2x4 SP No Right: 2x4 SP N .3 BRACING - TOP CHORD Structural wood heathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. MiTek recomm nds that Stabilizers and required cross bracing ;g installed during truss erection, in REACTIONS. (10?size) 1 = 40410-8-0 (min. 0-1-8) 3 = 404/0-8-0 (min. 0-1-8) Max Horz 1 = -22(LC 32) Max Uplift 1 =-234(LC 8) 3 =-233(LC 9) Max Grav 1 = 425(LC 19) 3 = 424(LC 20) FORCES. (Ib) Max. Comp./Max! Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-326/231,1-5=-574/522, 2-15=570/502, 2 6=-566/500, 3-16=-576/523 BOT CHORD 1-5=-221/298, 1- =-493/561, 4-17=493/561,4,18=-493/561, 3-18=-493/561 NOTES- 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.0psf; h=26ft; Cat. II; Exp D; Encl., GC =0.18; MWFRS (envelope); cantilever left and right expo, ed ; end vertical left exposed; Lumber DOL=1.60 plate gF DOL=1.60 3) Plates checkedr a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 1 and 233 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 lb down and 150 lb up at 3-8-0, and 184 Ito down and 150 lb up at 44-4 on top chord, and 20 lb down and 69 lb up at 3-8-0, and 20 lb down and 69 lb up at 4-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 5-10=20 Concentrated Loads (lb) Vert: 15=55(F) 16=55(F) 17=-14(F) 18=-14(F) Id PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% Julius Lee, P.E.434869 1109 Cdastal Bay Boynton Beach,FL.33435 Job Truss Truss Type City Ply A0400527 58113R D02 Common 1 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:07 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-BTAj2pBMfz,"IxAOXm9NoZ3PJsi?KhCOg5?cQ LyhMh'A 4-0-8 8-1-0 4-0-8 4-0-8 4x4 = 2.50 12 i 6-4-0 , LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 445/0-8-0 (min. 0-1-8) 3 = 44510-8-0 (min. 0-1-8) Max Horz 1 = -23(LC 13) Max Uplift 1 = -206(LC 8) 3 = -206(LC 9) Max Grav 1 = 445(LC 1) 3 = 445(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-495/435, 2-3=-495/435 BOT CHORD 1-5=-336/429, 1-4=-336/429, 3-4=-336/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.36 Vert(LL) 0.02 4 >999 360 MT20 2441190 BC 0.27 Vert(TL) -0.03 4 >999 240 WB 0.04 Horz(TL) 0.00 3 n/a n/a (Matrix-M) Weight: 25 lb FT = 0% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 1 and 206 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Ia Julius Lee; P.E:434869 1109 Cdastal Bay Boynton Beach, FL ,33435 i R Job Truss Truss Type Qty Ply 58113R D03G Common Girder 1 1 A0400528 Job Reference (optional) ni muur i LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2: BOT CHORD 2: WEBS 2: BRACING - TOP CHORD Structural wood purlins. BOT CHORD Rigid ceiling dir( FUR I PmRct, r-L 34945 Run: 7.530 Is Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:07 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-BTAj2pBMfzwwlxAOXm9NoZ3ODsd1 KgTOg5?cQLyhMhm 4-0-8 7-2-8 4-0-8 3-2-0 2.50 12 0 2 4x4 = 2x4 0-10-8 4-0-8 7-2-8 0-10-8 3-2-0 3-2-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plates Increase 1.25 TC 0.43 Vert(LL) -0.03 4-11 >999 360 MT20 244/190 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.06 4-11 >999 240 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 3 n/a n/a Code F13C20101TPI2007 (Matrix-M) Weight: 23 lb FT = 0% SP No.2 SP No.2 SP No.3 directly applied or 5-4-2 oc applied or 8-5-11 oc bracing. cross bracing bg installed during truss erection, in REACTIONS. (lalsize) 1 = 61210-8-0 (min. 0-1-8) 3 = 548I0-8-0 (min. 0-1-8) Max Horz 1 = 32(LC 8) Max Uplift 1 =-302(LC 4) 3 =-284(LC 5) Max Grav 1 = 612(LC 1) 3 = 548(LC 1) FORCES. (Ib) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1039/517, 2';=-1019/507 BOT CHORD 1-5=-471/976, 1 1 -465/976, 4-12=-465/976, 3 '12=-465/976 NOTES- 1) Unbalanced ro 'f live loads have been considered for this design. 2) Wind: ASCE 7-, 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; End., GC i-0.18; MWFRS (envelope); cantilever left and right expo � ed ; end vertical left exposed; Lumber DOL=1.60 plate g p DOL=1.60 3) Plates checked or a plus or minus 0 degree rotation about its center. j 4) This truss has en designed for a 10.0 psf bottom chord live load no ncurrent with any other live loads. 5) - This truss has een designed for alive load of 20.Opsf on the bottom cho in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. III 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 1 and 284 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 149 lb up at 3-11-12, and 142 lb down and 96 lb up at 5-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 5-9=-20 Concentrated Loads (lb) Vert:4=-226(B) 12=-142(B) Julius Lee, P.E.134869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400529 58113R E01G Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:08 2014 PagE I D:pb?pAvBo94GXmdDaZC7iIzCOV W-ftk5F8C_QG2nN4la5TgcKmcTnGyX3xXX3llAyoyhMhi 6-7-7 12-3-15 17-24 22-11-0 6-7-7 5-8-7 4-10-5 5-8-12 Dead Load Defl. =112 in 0.16112 i 3x10 11 4x.4 11 4QXa1 Q*QHS- 2x4 II 3x10 11 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.53 7 >520 360 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.93 7 >297 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.13 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 1 Row at midpt 3-8 with 2x4 SYP No.3 with 2 - 12d (0.131 "x3.25") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 2119/0-8-0 (min.0-1-12) 5 = 2055/0-8-0 (min.0-1-11) Max Horz 1 = 38(LC 27) Max Uplift 1 = -1058(LC 4) 5 = -1065(LC 5) Max Grav 1 = 2119(LC 1) 5 = 2055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2844/1448,1-2=-6844/3566, 2-17=6544/3449, 17-18=6554/3452, 18-19=-6558/3454, 3-19=6567/3456, 3-20=-8915/4711, 20-21 =8914/471 1, 4-21=-8914/4711, 4-5=-6426/3352 BOT CHORD 1-1=-1836/3663, 1-8=-3397/6664, 8-22=-4617/8913, 22-23=-4617/8913, 23-24=-4617/8913, 7-24=-4617/8913, 7-25=3202/6234; 25-26=-3202/6234, BOT CHORD 1-1=-1836/3663,1-8=-3397/6664, 8-22=-4617/8913,22-23=-4617/8913, 23-24=-4617/8913, 7-24=4617/8913, 7-25=3202/6234, 25-26=-3202/6234, 26-27=-3202/6234, 6-27=320216234, 5-6=-3198/6251 WEBS 2-8=-401/997, 3-8=2548/1308, 3-7=-354/360, 4-7=1446/2737 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); canfilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 2 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 4, 8, 3, 6, 1, 1, 5 and 5 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 7 checked for a plus or minus 1 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1058 lb uplift at joint 1 and 1065 lb uplift at joint 5. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 120 lb FT = 0% 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 165 lb up at 6-7-7, 189 lb down and 170 lb up at 6-11-4, 185 lb down and 167 lb up at 8-114, 181 lb down and 164 lb up at 10-11-4, 176 lb down and 161 lb up at 12-114, and 172 lb down and 157 lb up at 14-11-4 , and 352 Ito down and 322 lb up at 17-24 on top chord, and 370 lb down and 216 lb up at 6-7-7, 66 lb down and 22 lb up at 6-114, 64 lb down and 22 lb up at 8-11-4, 62 lb down and 23 lb up at 10-114, 60 lb down and 23 lb up at 12-11-4, 58 lb down and 24 lb up at 14-11-4, and 56 lb down and 24 lb up at 16-114, and 85 Ib down and 61 lb up at 17-24 on bottom chord. The design/selection of such connecton device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 4-5=-90, 1r5=-20 Concentrated Loads (lb) Vert: 2=-39(B) 4=-206(B) 8=-370(B) 17=-129(B) 18=-125(B) 19=-121(B) 20=116(B) 21=112(B) 22=-60(B) 23=-60(B) 24=59(13) 25=-58(B) 26=-57(B) 27=-141(B) Julius Lee, P.E.13486.9 1109 Coastal Bay Boynton Beach. FL 33435 I Job Truss Truss Type Qty Ply 581'13R � E02 Roof Special 1 1 A0400530 Job Reference (optional) 5-10-13 5-10-13 I I I 2.50 F12 i I i r�1 d ° e a 3x8 II Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:08 2014 Page ID:pb?pAvBo94GXrsdDa2C7iIzCOV W-ffk5F8C_QG2n N4la5TgcKmcTRGtL36vX311AyoyhMh� 15-1-11 17-9-1 22-11-0 6-7-11 2-7-6 5-1-15 0.1612 Dead Load Dell. = 5/16 in 5x10 MT20HS= 5x10 MT20HS= 2.60112 1.5x4 3 4 1.Sx4 2 i: �r� �� 5 9 8 7 3x4 = 3x8 1T 9HS= 3x4 = 3x8 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.37 7-19 >734 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.65 7-9 >426 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Cade FBC201 O/TP12007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER - TOP CHORD 2 SP No.2 *Except* 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) T 2x4 SP M 30 BOT CHORD 2 4 SP No.2 Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. WEBS 2 ii SP No.3 II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C WEDGE Exterior(2) zone; cantilever left and right exposed ; end Left: 2x4 SP No. vertical left exposed;C-C for members and forces & Right: 2x4 SP N .3 MWFRS for reactions shown; Lumber DOL=1.60 plate BRACING- grip DOL=1.60 TOP CHORD l 3) Provide adequate drainage to prevent water ponding. Structural wood ' heathing directly applied or 2-2-0 oc 4) All plates are MT20 plates unless otherwise indicated. puriins. 5) Plate(s) atjoint(s) 3, 4, 9, 2, 7, 5, 1, 1, 6 and 6 checked BOT CHORD for a plus or minus 0 degree rotation about its center. Rigid ceiling dire ng. tly applied or 2-2-0 oc bracing- 6) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. MiTek recomm nds that Stabilizers and required 7) This truss has been designed for a 10.0 psf bottom cross bracing b' installed during truss erection, in chord live load nonconcurrent with any other live loads. accordance witN Stabilizer Installation uide. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. (Ib ize) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 1 = 1260/0-8-0 (min. 0-1-11) bottom chord and any other members. 6 = 1 1260/0-8-0 (min. 0-1-11) 9) Provide mechanical connection (by others) of truss to Max Horz bearing plate capable of withstanding 511 lb uplift at joint 1 = I 49(LC 12) 1 and 593 lb uplift at joint 6. Max Uplift 10) "Semi -rigid pitchbreaks with fixed heels" Member end 1 = -511(LC 8) fixity model was used in the analysis and design of this 6 = -593(LC 9) truss. Max Grav 11) Warning: Additional permanent and stability bracing 1 = 1 1260(LC 1) for truss system (not part of this component design) is 6 = 1260(LC 1) always required. FORCES. (lb) Max. Comp./Max. en. - All forces 250 (lb) or less except LOAD CASE(S) when shown. j Standard TOP CHORD 1-1=-1772/1364, 2=-3995/3128, L4=-3655/2859, 2-3=3703/2870, -16=-3863/3023 4-5=-3710/2866, BOT CHORD ,I 1-10=-1293/1684, -9=-2945/3850, 8-9=-2654/3599, 8=-2654/3599, 6-7=-2835/3710 WEBS 2-9=-579/340, 3-9 -58/295, 5-7=-299/206 NOTES- 1) Unbalanced rod live loads have been considered for this design. III Julius Lee; P.E..#34869 1109 Coastal Bay Boynton Beach,, FL .33435 Job Truss Truss Type Qty Ply 58113R E03 Roof Special 1 1 A0400531 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:09 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-7riTTUDcAaAe?EKmeBBrt 9jXgJKoXwhHPUjUEyhMhi 6-10-0 10 4 8 13 1-1 16-7-11 22-11-0 6-10-0 3 6-8 2-8-9 3-6-10 6-3-5 0.16112 Dead Load Defl. = 114 in M1 d 2.50 F12 44 = 4x4 = 2.60112 3x6 ZZ: 3x8 11 4x4 = -4x9 _ 4x4 = 3x6 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP M 30 -Except' T2: 2x4 SP No2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 1260/0-8-0 (min.0-1-11) 6 = 1260/0-8-0 (min.0-1-11) Max Horz 1 = 59(LC 12) Max Uplift 1 = -544(LC 8) 6 = -574(LC 9) Max Grav 1 = 1260(LC 1) 6 = 1260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1894/1466, 1-2=-4020/3205, 2-3=-3274/2551,34=-3214/2553, 4-5=-3275/2551, 5-6=-3933/3134 BOT CHORD 1-10=1391/1794, 1-9=3014/3878, 8-9=-2299/3146, 7-8=-2299/3146, 6-7=-2940/3785 WEBS 2-9=-843/771, 3-9=-210/378, 4-7=154/298, 5-7=-723/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/defl L/d TC 0.51 Vert(LL) 0.26 7-9 >999 360 BC 0.60 Vert(TL) -0.48 9-14 >578 240 WB 0.28 Horz(fL) 0.10 6 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 1 and 574 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 91 lb FT = 0% Julius Lee, P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 i It Job Truss Truss Type Qty Ply 58113R E04 Roof Special 1- 1 A0400532 Job Reference (optional) Al KUUt- I KU�JtS, I -UK I YItKL t, rL 34V4b , 6-5-0 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:09 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-7riTTUDcAaAe?EKmeBBrt-9ijgKSoXshHPUjUEyhMhL 11-8-10 17-0-8 , 22-11-0 6-5-0 5-3-10 5-3-14 5-10-8 Dead Load Defl. = 5116 in 2.50 12 1.5x4 Q 2 _ 4x6 = 3 2.63112 1.5x4 4 3x8 I I a i d 8 7 6 21-2-0 5X4 — x — 3x4 — 6 '0-10-8 7-5-13 6-8-10 Plate Offsets — 1:0-5-10 Ed a 1:0-0-0 2-1-5 5:0-5-9 Ed a 5:0-0-2 2-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.30 6-8 >920 360 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.52 6-8 >532 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2 SP M 30 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD 2 4 SP M 30 Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. WEBS 2 SP No.3 II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C WEDGE Exterior(2) zone; cantilever left and right exposed ; end Left: 2x4 SP No. vertical left exposed;C-C for members and forces & Right: 2x4 SP N .3 MWFRS for reactions shown; Lumber DOL=1.60 plate BRACING- grip DOL=1.60 TOP CHORD 3) Plates checked for a plus or minus 0 degree rotation Structural wood heathing directly applied or 3-4-4 oc about its center. purlins. 4) This truss has been designed fora 10.0 psf bottom BOT CHORD Rigid ceiling dire tly applied or 4-1-5 cc bracing. chord live load nonconcurrent with any other live loads. nds that Stabilizers and required 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a MiTek recomm cross bracing b installed during truss erection, in rectangle 3-6-0 tall by 2-0-0 wide will fit between the accordance wit Stabilizer Installation uide. bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to REACTIONS. (I size) bearing plate capable of withstanding 566 lb uplift at joint 1 = 126010-8-0 (min. 0-1-11) 1 and 559 lb uplift at joint 5. 5 = 1260/0-5-0 (min. 0-1-11) 7) "Semi -rigid pitchbreaks with fixed heels" Member end Max Horz fixity model was used in the analysis and design of this 1 = -68(LC 13) truss. Max Uplift 8) Warning: Additional permanent and stability bracing for 1 = -566(LC 8) truss system (not part of this component design) is 5 = -559(LC 9) always required. Max Grav 1 = 1260(LC 1) 5 = 1260(LC 1) LOAD CASE(S) Standard FORCES. (lb) Max. Comp./Max;Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1915/1495, -2=-4182/3340, 2-3=-3647/2834, -4=-3581/2780, 4-5=-4086/3269 i BOT CHORD 1-9=-1413/1816, 8=-3154/4037, 7-8=-2142/2836, -7=-2142/2836, 5-6=-3081 /3935 WEBS 2-8=-663f713, 3-8,-5031791, 3-6=-436l102, 4-6=-617/678 NOTES- 1) Unbalanced ro ( live loads have been considered for this design. PLATES GRIP MT20 244/190 Weight: 92 lb FT = 0% Julius Lee, P.E.4348139 1109 Coastal Bay. Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400533 58113R E05 Roof Special 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:10 2014 PagE ID:pb?pAvBo94GXrzdDaZC7ilzCOV W-c2srggEExulVcOuzCui4PBhsV4aPX_xgW3EH t gyhMh 6-4-11 11-10-817-4-10 21-5-5 6-4-11 5-5-13 5-6-3 4-0-11 4x6 = 2.50 12 3x8 11 3x4 = 4x4 = 3x4 = 2.63 Ll2 Dead Load Defl. = 5116 in 5x8 [I Ia 0-10-8 6-4-11 , 8-6-6 11-1011 , 15-2-9 17-4-10 21-5-5 0-10-8 5-6-3 2-1-11 3-4-2 3-4-2 2-2-1 4-0-11 Plate Offsets (X,Y)--[1:0-0-0,2-1-51, [1:0-5-10,Edgel, [3:0-34,0-2-01, [6:0-4-13,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.30 7-9 >870 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.51 7-9 >503 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 88 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 132: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1129/Mechanical 1 = 1230/0-8-0 (min.0-1-11) Max Horz 1 = 86(LC 12) Max Uplift 6 = -490(LC 9) 1 = -556(LC 8) Max Grav 6 = 1129(LC 1) 1 = 1230(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1856/1450,1-2=-4016/3206, 2-3=-3481/2705, 3-4=-3113/2423, 4-5=3395/2730, 5-6=-1 044722 BOT CHORD 1-14=-1397/1767, 1-9=3067/3887, 8-9=-2033/2655, 7-8=-2033/2655, 6-7=-2566/3242 WEBS 3-7=-196/452, 3-9=-538/833, 2-9=671 /718, 4-7=-362/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 6 and 556 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard JuliusiLee, P.E.,934869 1109 coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400534 58113R E06 Roof Special 1 1 Job Reference (optional) At ROOF TRU SES, FOR I MERGE, FL 34946 6-9-8 6-9-8 2.50 12 Li i o I. r e 3x8 11 Y6 8-8-8 1.5x4 2 _ Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:10 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-c2srggEExulVcOuzCui4P Bhm94chXzTgW3EH l gyhMhl 12-0-5 18-7-2 21-5-5 5-2-13 6-6-13 2-10-4 Dead Load Defl. =1/2 in 9 3x4 = LOADING(psfl SPACING- 2-0-0 CS'- TCLL 30.0 Plates Increase 1.25 TC 0.96 TCDL 15.0 Lumber Increase 1.25 BC 0.78 BCLL 0.0 Rep Stress Incr YES WB 0.33 BCDL 10.0 ! Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2 '� SP M 30 *Except- T 2x4 SP No.2 BOT CHORD 2 SP M 30 WEBS 2 4 SP No.3 WEDGE Left: 2x4 SP No. SLIDER BRACING - TOP CHORD Structural wood ' heathing directly applied. BOT CHORD Rigid ceiling dire tly applied or 4-2-3 cc bracing. MiTek recomm pds that Stabilizers and required cross bracing b o installed during truss erection, in accordance wit H Stabilizer Installation uide. REACTIONS. (I size) 6 1 1129/Mechanical 1 = 1230/0-8-0 (min.0-1-11) Max Horz 1 = 97(LC 12) Max Uplift 6 = 488(LC 9) 1 =-557(LC 8) Max Grav 6 = 1129(LC 1) 1 = 1230(LC 1) FORCES. (lb) Max. Comp./Max'Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1853/1448,-2=4010/3169, 2-3=-3504/2686, 4=-3106/2411, 4-5=-3036/2252,-6=-758/737 BOT CHORD 1-14=-1410/1771, 1-9=3055/3883, 8-9=-2055/2631, 8=-2055/2631, 6-7=-2156/2928 WEBS 2-9=-636f705, 3-9;-520/909, 3-7=-203/585, 4-7=-259/425 NOTES- 1) Unbalanced ro live loads have been considered for this design. &6 = 2.63112 3 8 44 = DEFL. in (loc) I/deft L/d Vert(LL) 0.31 7-9 >836 360 Vert(TL) -0.76 7-9 >339 240 Horz(TL) 0.06 6 n/a n/a 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 6 and 557 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1.98112 46 = 4 46 = 5 6 Ia 7 3x4= 5x1011 PLATES GRIP MT20 2441190 Weight; 92 lb FT = 0% Julius Lee; P.E..#34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400535 58113R E07 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:10 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-c2srggEExu IVcOuzCui4PBhpw4el XgegW3EH t gyhMhl 6-11-13 12-2-2 16-3-3 21-5-5 6-11-13 5-2-5 4-1-0 5-2-3 6 4x6 = 2.50 12 2.63112 1.98112 Dead Load Deft. = 5/16 in b - — 3x8 11 3x4 = 20-64fi — 5xR = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 132: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1121/Mechanical 1 = 1222/0-8-0 (min.0-1-10) Max Horz 1 = 108(LC 12) Max Uplift 6 = -482(LC 9) 1 = -554(LC 8) Max Grav 6 = 1121(LC 1) 1 = 1222(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1838/1436, 1-2=-3938/3132, 2-3=-3386/2624,3-4=-3114/2482, 4-5=-3062/2360, 5-6=-1225/1007 BOT CHORD 1-10=-1413/1758, 1-9=3044/3822, 8-9=-1962/2524, 7-8=1962/2524, 6-7=-251/295 WEBS 2-9=-713/756,3-9=-583/902,3-7=364/610, 4-7=-616/616, 5-7=-2049/2717 NOTES- 1) Unbalanced roof live loads have been considered for this design. 16-3-3 CSI. DEFL. in (loc) I/deft L/d TC 0.79 Vert(LL) 0.26 7-9 >992 360 BC 0.70 Vert(TL) -0.48 7-9 >529 240 WB 0.96 Horz(TL) 0.07 6 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 6 and 554 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP, MT20 244/190 Weight: 93 lb FT = 0% Julius Lee, P.E.434869 1109 Coastal Bay Boynton. Beach,FL .33435 Job Truss Truss Type Qty Ply A0400536 58113R E08 Roof Special 1 1 Job Reference (optional) Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45A 1 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-0EQEtAFsi BQMEYT9mbDJyPE_ZTOSGJJ_IjzgZ6yhMh., 1— 7-2-3 12-3-15 13-11-4 , 21-5-5 7-2-3 5-1-13 1-7-4 7-6-2 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD I WEBS 2.63 Ll2 Dead Load Defl. = 3/16 in 4x4 = 1.98112 2.50 12 = 3 45x6 1.5x4 2 7x10 MT20HS= 5 9 8 7 3x8 11 3x4 = 4x4 = Sx8 = 6 — 20-6-13 3xf I I 9-0-11 13-114 21-5-5 8-2-3 4-10-9 7-6-2 y)—[1:0-0-0 2-1-51[1:0-4-13 0-0-2] [3:0-2-0 0-2-4] [5:Edge 0-3-4] [7:04-0 0-2-01 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP Plates Increase 1.25 TC 0.79 Vert(LL) 0.23 7-9 >999 360 MT20 244/190 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.36 9-14 >704 240 MT20HS 187/143 Rep Stress Incr YES WB 0.80 Horz(rL) 0.06 6 n/a n/a Code FBC2010ITP12007 (Matrix-M) Weight: 95 lb FT = 0% SP M 30 *Except* 2x4 SP No.2 SP M 30 *Except` 2x4 SP No.2 SP No.3 `Except' 2x4 SP No.2 WEDGE Left: 2x4 SP No. BRACING - TOP CHORD Structural wood heathing directly applied or 2-2-0 oc purlins, except d verticals. BOT CHORD Rigid ceiling dire tly applied or 4-1-14 oc bracing. WEBS i 1 Row at midpt 5-7 with 2x4 SYP No13 with 2 - 12d (0.131"x3.25") nails and cross brace spaJi g of 20-0-0 oc. MiTek recomm ds that Stabilizers and required cross bracing b installed during truss erection, in accordance with I Stabilizer Installation guide. REACTIONS. (lb'size) 6 = 1121/Mechanical 1 = 22210-8-0 (min.0-1-10) Max Horz 1 = 118(LC 12) Max Uplift 6 = -481(LC 9) 1 = -554(LC 8) Max Grav 6 = 1121(LC 1) 1 = 1222(LC 1) FORCES. (lb) i Max. Comp./Max. en. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1836/1433, 2=-3897/3111, 2-3=-3331/2604, 4=-2944/2395, 4-5=-2893/2249, 6=-1203/1030 BOT CHORD 1-10=1424/1758,!, -9=-3044/3788, 8-9=-1923/2503, 8--1923/2503, 6-7=-337/412 WEBS 3-9=-635/871, 3-7 --433/608, 4-7=689/695, 5-7=-1820/2400, -9=743/769 WEBS 3-9=-635/871, 3-7=-433/608, 4-7=-689/695, 5-7=-1820/2400, 2-9=-743/769 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 6 and 554 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E.434869 1109 cdastal Bay Boynton Beach, FL 33435' Job Truss Truss Type Qty Ply A0400537 58113R E09 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:11 2014 Page ID:pb?pAvBog4GXrsdDaZC7iIzCOV W-4EQEtAFsiBQMEYT9mbDJyPE_oT_GGHe_ljzgZ6yhMh; 6-8-7 11-11-6 15-11-15 21-5-5 6-8-7 5-2-15 4-0-9 5-5-6 4x6 = 2.50 F12 1.25 12 46 = 3x8 11 3x4 = ^� � x4 = 5x8 = 7-8-15 7-4-8 1.98112 5-5-6 Dead Load Defl. =1/4 in 1;i Plate Offsets(X,Y)--rl:0-0-0,2-1-51.r1:0-5-10,Edgel,l5:0-2-12,0-2-01, r7:04-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.23 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.44 7-9 >583 240 BCLL 0.0 ` Rep Stress Incr YES WB 0,91 Horz(rL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` B2: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-12 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1121/Mechanical 1 = 1222/0-8-0 (min.0-1-10) Max Horz 1 = 125(LC 12) Max Uplift 6 = -487(LC 9) 1 = -545(LC 8) Max Grav 6 = 1121(LC 1) 1 = 1222(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1826/1418, 1-2=-3935/3105, 2-3=-3373/2578, 34=-2496/1979, 4-5=-2517/1924, 5-6=-1215/996 BOT CHORD 1-10=-1422/1754, 1-9=3070/3836, 8-9=-1989/2549,7-8=-1989/2549 WEBS 2-9=-713/762, 3-9=-556/866, 3-7=-289/201, 4-7=-3181369, 5-7=-1728/2314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 6 and 545 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E..#34869 1109 Coastal Bay Boynton Beach, FL 33435 I 4 Job I Truss Truss Type Qty Ply A0400538 58113R E10 Roof Special 1 1 Job Reference (optional) Al KUUt- IKUriSES, hUKI VIEKUE, 1--L:5494b 2.50 12 1.5x4 J 2 Ll i �1 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:12 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-YQ_c5WFUTVZDsi2LKJkYVcnAQtG4?pk7zNjN5ZyhMhl 10-9-9 16.0-8 21-5-5 5-5-12 5-2-15 5-4-13 Dead Load Defl. = 3/8 in 1.25112 4x6 = 3 1.5x4 II 4 3x6 = 5 m 9 8 7 6 3)(4 — 20&,14 — 4x8 = 3)(0 11 0-10-8 H 6-5-6 8-8-10 54-13 Plate Offsets — 1:0-0-0 2-1-5 1:0-5-10 Ed a :0-4-0 0-1-12 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d. PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.28 7-9 >909 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 7-9 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 95 lb FT = 0% LUMBER - TOP CHORD 2 4 SP M 30 *Except` NOTES- T k 2x4 SP No.2 BOT CHORD 2 4` SP M 30 *Except* 1) Unbalanced roof live loads have been considered for B h 2x4 SP No.2 this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEBS 2 SP No.3 `Except' Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. : 2x4 SP No.2 Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C WEDGE Extehor(2) zone; cantilever left and right exposed ; end Left: 2x4 SP No. vertical left exposed;C-C for members and forces & BRACING- MWFRS for reactions shown; Lumber DOL=1.60 plate TOP CHORD Structural wood heathing directly applied or 2-10-13 oc grip DOL=1.6D purlins, except d verticals. 3) Plate(s) at joint(s) 3, 9, 2, 7, 4, 6, 5, 1 and 1 checked BOT CHORD for a plus or minus 0 degree rotation about its center. Rigid ceiling dire tly applied or 3-10-9 oc bracing. 4) Plate(s) at joint(s) 8 checked for a plus or minus 4 WEBS degree rotation about its center. 1 Row at midpt 1 5_7 5) This truss has been designed for a 10.0 psf bottom with 2x4 SYP No �i with 2 - 12d (0.131 "x3.25") nails and chord live load nonconcurrent with any other live loads. ' cross brace spa i g of 20-0-0 oc. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the I MiTek recomm ds that Stabilizers and required bottom chord and any other members. cross bracing b installed during truss erection, in 7) Refer to girder(s) for truss to truss connections. accordance wit Stabilizer Installation uide. 8) Provide mechanical connection (by others) of truss to 11 bearing plate capable of withstanding 501 lb uplift at joint REACTIONS. (lb ize) 6 and 529 lb uplift at joint 1. 6 = 1121 /Mechanical 9) "Semi -rigid pitchbreaks with fixed heels" Member end 1 = 222/0-8-0 (min. 0-1-10) fixity model was used in the analysis and design of this Max Horz truss. 1 = 116(LC 12) 10) Warning: Additional permanent and stability bracing Max Uplift for truss system (not part of this component design) is 6 =-501(LC 9) always required. 1 =-529(LC 8) Max Grav 6 = 1121(LC 1) LOAD CASE(S) 1 = 1222(LC 1) Standard FORCES. (lb) Max. Comp./Max. - All forces 250 (lb) or less except �en. when shown. TOP CHORD 1-1=-1822/1413, 2=4071 /3210, 2-3=-3544/2645, 14=-3016/23211 4-5=-3063/2323, 6=-11821948 BOT CHORD 1-1O=1416/1755,,-9=3189/3977, 8-9=-2205/2814, 18=-2205/2814 WEBS 2-9=-619f727, 3-9-3941725, 3-7=-143/442, Julius Lee, P.E. #34869 4-7=-5431560, 5- 2198/2926 i� 1109 Coastal Bay Boynton Beach,,FL.33435 Job Truss Truss Type City Ply A0400539 58113R E11 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:12 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW YQ_c5WFUTVZDsi2LKJkYVcn7otHS?vn7zNjN5ZyhMhi 5-114 9 7-11 13-8-8 21-5-5 5-11-4 3 8 7 4-0-13 7-8-14 �1 d 2.50 F12 4x6 = 3x4 = 1.25112 Dead Load Defl. = 7116 in 3x61= 3x8 11 4x8 = §6W-E20HS= 1.5x4 11 6x12 I+ ,0-10-8 9-7-11 13-8-8 21-5-5 �0-10-8 8-9-3 4-0-13 7-8-14 Plate Offsets (X,Y)-- rl: 0-0-0, 2-1-51,[1:0-4-13,0-0-21,r3:0-3-0 0-0-81,[6:0-2-12,0-2-71 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.44 7-9 >585 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.74 7-9 >346 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 HOrz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 90 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 -Except* T2:2x4SPM31 BOT CHORD 2x4 SP M 30 -Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1129/Mechanical 1 = 1230/0-8-0 (min.0-1-10) Max Horz 1 = 92(LC 12) Max Uplift 6 = -517(LC 9) 1 = -516(LC 8) Max Grav 6 = 1129(LC 1) 1 = 1230(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1818/1398, 1-2=-3895/3067, 2-3=-3304/2530,3-4=-3246/2516, 4-5=-3480/2680, 5-6=-312/23 BOT CHORD 1-14=1385/1743, 1-9=2988/3788, 8-9=-2594/3408,7-8=-2594/3408, 6-7=-2594/3408 WEBS 2-9=-636/619,3-9=-274/474,4-9=480/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 6, 6, 2, 9, 3, 4, 7, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 6 and 516 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.: 3.4869 1109 Coastal Bay' Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400540 58113R E92 Roof Special 1 1 Job Reference o tional Al ROOF I RU StS, FOR I PIERCE, FL 34946 4-9-7 4-9-7 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:13 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-OdY_IsG6Eph4TsdYtOGn 1 gJJzHeckKoGC1 Sxd?yhMhc 14-10-10 i 21-5-5 3-8-6 6-4-13 6-6-11 Dead Load Defl. =1 /2 in 2.50 F12 46 = 1.25112 3 4x4 = 2x4 _ 4 2 53x8= Ar 6 w1 c2 Ia 9 8 7 3x8 11 48 = g4W20HS-- 1.5x4 11 8x8 I i B-5-13 14-10-10 21-5-5 r 7-7-5 6-4-13 6-6-11 Plate Offsets Y -- 1:0-0-0 2-1-5 1:04-13 0-0-2 3:0-3-1 0-2-4 6:0-3-4 0-5-14 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 ! Plates Increase 1.25 TIC 0.80 Vert(LL) 0.48 7-9 >534 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.85 7-9 >304 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 89 lb FT = 0% LUMBER - TOP CHORD 2 SP M 30 NOTES- BOT CHORD 2 d SP M 30 'Except- 1) Unbalanced roof live loads have been considered for B :2x4 SP M 31 this design. WEBS 2 SP No.3 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEDGE Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. Left: 2x4 SP No. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C SLIDER ;I Exterior(2) zone; cantilever left and right exposed ; end BRACING- vertical left exposed;C-C for members and forces & TOP CHORD MWFRS for reactions shown; Lumber DOL=1.60 plate Structural wood heathing directly applied or 2-2-0 oc grip DOL=1.60 pudins. 3) All plates are MT20 plates unless otherwise indicated. BOT CHORD Rigid ceiling dire ! tly applied or 3-10-1 oc bracing. 4) Plates checked for a plus or minus 0 degree rotation WEBS about its center. 1 Row at midpt 4-9 5) This truss has been designed for a 10.0 psf bottom with 2x4 SYP N 3 with 2 -12d (0.131 "x3.25") nails and chord live load nonconcurrent with any other live loads. ` truss for live load cross brace spa ing of 20-0-0 oc. 6) This has been designed a of 20.Opsf on the bottom chord in all areas where a , ds that Stabilizers and required rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. MiTek recomm cross bracing b installed during truss erection, in 7) Refer to girder(s) for truss to truss connections. accordance wit l Stabilizer Installation guide. III 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 lb uplift at joint REACTIONS. (lb size) 6 and 499 lb uplift at joint 1. 6 = l 1129/Mechanical 9) "Semi -rigid pitchbreaks with fixed heels" Member end 1 = 230/0-8-0 (min. 0-1-10) fixity model was used in the analysis and design of this Max Horz truss. 1 = j 68(LC 12) 10) Warning: Additional permanent and stability bracing Max Uplift for truss system (not part of this component design) is 6 = -527(LC 9) always required. 1 = -499(LC 8) Max Grav 6 = 1129(LC 1) LOAD CASE(S) 1 = 1230(LC 1) Standard FORCES. (lb) Max. Comp./Max. iTen. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1805/1387, 2=-3862/3027, 2-3=-3617/2761, 4=-3571 /2741, 16=-1767/1253 4-5=-4767/3641, BOT CHORD 1-14=1350/1730, -9=2908/3739, 8-9=-3558/4702, 8=-3558/4702, 6-7=-3563/4704 WEBS 2-9=-438/303, 3-9 -228/467, 4-9=-1324/959 Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400541 58113R E13 Roof Special 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:13 2014 PagE ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-OdY_IsG6Eph4TsdYtOGn t qJ I9HhekHOGC1 Sxd?yhMhr 7-4-0 13-6-2 16 5 11 21-11-15 7-4-0 6-2-2 2-11-9 5-6-4 2.50 12 4x6 = 4x6 = 44 = 2x4 11 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 *Except* 62: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt 3-6 with 2x4 SYP No.3 with 2 - 12d (0.131 "x3.25") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 1231/1-6-10 (min. 0-1-8) 1 = 1189/0-8-0 (min. 0-1-9) Max Horz 1 = 42(LC 12) Max Uplift 4 = -588(LC 9) 1 = -470(LC 8) Max Grav 4 = 1231(LC 1) 1 = 1189(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-926/667,1-2=-3474/2632, 2-3=-3408/2614, 3-4=-5638/4283, 4-1 O=228/306 BOT CHORD 1 -1 =-754/1 025, 1-7=-2464/3336, 6-7=-2464/3336, 5-6=4184/5581, 4-5=4190/5582,4-11=-301/234 . WEBS 2-6=-246/495, 3-6=-2265/1736 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1.25 12 CSI. DEFL. in (loc) I/deft L/d TC 0.85 Vert(LL) 0.43 5-6 >611 360 BC 0.57 Vert(TL) -0.76 5-6 >350 240 WB 0.57 Horz(TL) 0.09 4 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 4 and 470 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Dead Load Defl. = 7/16 in PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0% Julius Lee; P.E.:04'869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R E14 Roof Special 1 1 AO40O542 Job Reference o tional Al ROOF TRU FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:13 2014 PagE ISES, ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-OdY—IsG6Eph4TsdYtOGn 1 gJNGHeEkGnGC 1 Sxd?yhMhr 4-94 6 2-2 9-2-6 16-2-10 18-0-0 4-94 14-13 3-0-4 7-" 2-3-11 I Dead Load Defl. = 1/8 in 2.50 F12 4x4 = 1.25[12 1.5x4 I I 1.5x4 I I 2 3 4 3 I 4 = I 3x6 = 1 5 B1 82 I^ c, 0 6 g o NEW & 7 6 93x4 = 4x4 = 4x6 = 3x4 = 16-1-7 0-10-8 4-M 4-0-3 4-9-4 5-3-5 9-2-6 16-2-10 16-11-1 18b6 0-10-8 3-1-11 0-9-2 S1 3-11-1 7-0-4 1515 0.0-3 Plate Offsets JY — 3:0-2-0 0-1-12 5:1-4-3 0-0-3 LOADING(psf) 'i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.14 6-14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.24 6-14 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 80 lb FT = 0% LUMBER - TOP CHORD 2 SP No.2 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD 2 SP No.2 Vasd=132mph; TCDL=S.Opsf, BCDL=S.Opsf; h=26ft; Cat. WEBS 2 SP No.3 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C BRACING- Exterior(2) zone; cantilever left and right exposed ; end TOP CHORD vertical left exposed; porch left exposed;C-C for members Structural wood heathing directly applied or 4-4-6 oc and forces & MWFRS for reactions shown; Lumber purlins. DOL=1.60 plate grip DOL=1.60 BOT CHORD 3) Plates checked for a lus or minus 0 de ree rotation Rigid ceiling dire tly applied or 6-0-0 cc bracing. p g about its center. MiTek.recomm 'nds that Stabilizers and required 4) This truss has been designed for a 10.0 psf bottom cross bracing b installed during truss erection, in chord live load nonconcurrent with any other live loads. accordance with Stabilizer Installation guide. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. Alli earings 1-6-10 except at=length) 1=0-8-0, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 10=0-3-81 8=0-3- . bottom chord and any other members. (lb) - Max Horz 6) Provide mechanical connection (by others) of truss to 1= 38(LC 8 bearing plate capable of withstanding 361 Ib uplift at joint Max Uplift S, 122 lb uplift at joint 9, 218 lb uplift at joint 1, 305 lb All uplift 100 p or less at joint(s) uplift at joint 10 and 310 lb uplift at joint 8. except 5=-3 1(LC 9), 9=-122(LC 12), 7) "Semi -rigid pitchbreaks with fixed heels" Member end 1=-218(LC 1 ), 10=-305(LC 9), 8=310(LC fixity model was used in the analysis and design of this 9) truss. Max Grav 8) Warning: Additional permanent and stability bracing for All reactions joint(s) 9, 1 e 50 lb or less at cept 5=726(LC 1). truss system (not part of this component design) is 10=478(LC 1 , 8=737(LC 1) always required. FORCES. (lb) LOAD CASE(S) Max. Comp./Max. en. - All forces 250 (lb) or less except Standard when shown. TOP CHORD 1-1=-357/431,1--913/1264, 2-3=-833/1209, 3=-1386/11161 4-5=-1369/1061 BOT CHORD 1-1=-444/398, 1-1 1221/955, 9-10=1221/955, 9=-280/239, 7-8=-280/239,6-7"-280/239, 5-6=-978/1332 WEBS 2-9=364/363, 3-91--1251 /953, 3-6=-1313/1740, 4,'6=-511/504 NOTES- 1) Unbalanced ro i l '!live loads have been considered for this design. Julius Lee; P.E..#34869 1109 Coastal Bay Boynton Beach,, FL 33435 Job Truss Truss Type Qty Ply A0400543 58113R E15G Roof Special Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:14 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-Up5M WCHI?6pw5OCkRknOa 1 sY?h1 MTmBQRhCUARyhMh f 5-0-4 8-3-1 15-0-13 �1 3-2-13 3x4 = 1.5x4 II 6-9-12 Ia 0-10-8 , B-3-1 13-6-6 15-0-13 0-10 8 45-0-4 -1-12 3-2-13 5-3-5 Plate Offsets(X,Y)--f2:0-2-0,0-0-81,j4:1-1-9,0-0-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.05 6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.06 6 >999 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.41 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 600/0-8-0 (min. 0-1-8) 4 = 409/1-6-10 (min.0-1-8) 5 = 811/1-6-10 (min. 0-1-8) Max Horz 1 = 29(LC 8) Max Uplift 1 = -594(LC 4) 4 = -223(LC 35) 5 = -681(LC 5) Max Grav 1 = 626(LC 19) 4 = 430(LC 27) 5 = 811(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-974/907, 2-16=-910/908, 3-16=923/909 BOT CHORD 1-7=-829/905, 1-6=-857/905, 6-18=151/260, 5-18=-151/260 WEBS 3-6=-1080/1083, 3-5=-664/573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 1, 223 lb uplift at joint 4 and 681 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 349 lb down and 355 lb up at 5-0-4, and 98 lb down and 92 lb up at 7-4-13, and B5 lb down and 59 lb up at 9-8-9 on top chord, and 104 lb down and 224 lb up at 5-0-4, and 70 lb down and 65 lb up at 74-13, and 5 lb down and 36 lb up at 9-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 2-4=-90, 7-11=-20 Concentrated Loads (lb) Vert: 6=-40(F) 2=-210(F) 16=5(F) 17=53(F) 18=8(F) 19=21(F) Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach,'FL 33435 Job Truss Truss Type Oty Ply 58113R FG1 Flat Girder 1 1 A0400544 Job Reference o tional Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:14 2014 PagE I ID:pb?pAvBo94GXrsdDaZC7iIzCOV W-Up5M WCHI?6pw5OCkRknOa 1 sZKh6vTsRORhCUARyhMhp FEM 1.5x4 II 4 44 = LOADING(psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 20lb FT=0% LUMBER - TOP CHORD 2 a SP No.2 9) Hanger(s) or other connection device(s) shall be BOT CHORD 2 ,4 SP No.2 provided sufficient to support concentrated load(s) 15 lb WEBS 2 A SP No.3 down and 39 lb up at 1-114, and 15 lb down and 39 lb BRACING- up at 3-114 on top chord, and 31 lb down and 39 lb up TOP CHORD Structural wood heathing directly applied or 44-11 oc at 1-11-4, and 31 lb down and 39 lb up at 3-114 on purlins, except d verticals. bottom chord. The design/selection of such connection BOT CHORD device(s) is the responsibility of others. Rigid ceiling dire tly applied or 10-0-0 oc bracing. 10) Warning: Additional permanent and stability bracing nds that Stabilizers and required for truss system (not part of this component design) is always required. MiTek recomm cross bracing b installed during truss erection, in 11) In the LOAD CASE(S) section, loads applied to the accordance wit' Stabilizer Installation auide. face of the truss are noted as front (F) or back (B). REACTIONS. (I size) 4 = 246/Mechanical LOAD CASE(S) 3 = 270/Mechanical Standard Max Horz 1) Dead + Roof Live (balanced): Lumber Increase=1.25, 4 = -54(LC 6) Plate Increase=1.25 Max Uplift Uniform Loads (plf) 4 = -129(LC 4) Vert: 1-2=-90, 34=-20 3 = -146(LC 5) Concentrated Loads (lb) Max Grav Vert: 5=-1(B) 6=-1(B) 7=-31(B) 8=-31(B) 4 = 246(LC 1) 3 = 270(LC 1) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 ;10; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GC 'i=0.18; MWFRS (envelope); cantilever left and right exp "sed ; end vertical left exposed; Lumber DOL=1.60 plate gip DOL=1.60 2) Provide adequ to drainage to prevent water ponding. 3) Plates checked ora plus or minus 0 degree rotation about its center. 4) This truss has een designed for a 10.0 psf bottom chord live load no' concurrent with any other live loads. 5) *This truss ha i een designed for a live load of 20.Opsf on the bottom cho d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t between the bottom chord and any other members. 11 6) Refer to girder( for truss to truss connections. 7) Provide mecha cal connection (by others) of truss to bearing plate cap ble of withstanding 129 lb uplift at joint 4 and 146 lb uplift 8) "Semi -rigid pitc a joint 3. breaks with fixed heels" Member end Julius Lee; P.E.:#34869 fixity model was u d in the analysis and design of this 1109 Coastal Bay truss. Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400545 58113R HJ5 Diagonal Hip Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:15 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-y?fkjYlNmQxnj9nw?RIF6FPoc5TVCJgZgLx2iuyhMhc 5-7-2 5-7-2 1-2-8 , 1-1-2 1-2-8 0 5 10 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.01 4 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 OrrPI2007 (Matrix-M) Weight: 17lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 266/0-11-5 (min.0-1-8) 2 = 112/Mechanical 3 = 11/Mechanical Max Horz 1 = 73(LC 4) Max Uplift 1 = -123(LC 4) 2 = -84(LC 4) Max Grav 1 = 266(LC 1) 2 = 112(LC 1) 3 = 40(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1 and 84 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 82 lb up at 2-9-8, and 68 lb down and 82 lb up at 2-9-8 on top chord, and 48 lb up at 2-9-8, and 48 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb)' Vert: 8=163(F=82, B=82) 9=55(F=28, B=28) Julius Lee, P.E. tf34869 1109 Coastal Bay Boyntori. Beach, FL .33435 +. r Job Truss Truss Type Qty 58113R HJ5A Diagonal Hip Girder 1 ��Job A0400546 ference (optional) Al Kuur I FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mrrek Industries, Inc. Wed Sep 03 11:45:15 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-y?fkjYlNmQxnj9nw?RI F6FPme5SQCJgZgLx2iuyhMhc LOADING(pso i SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 ! Code FBC20101TP12007 LUMBER - TOP CHORD 2 SP No.2 BOT CHORD 24 SP No.2 BRACING - TOP CHORD i Structural wood' heathing directly applied or 5-5-2 oc purlins. BOT CHORD Rigid ceiling dir l tly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1� installed during truss erection, in accordance wi h Stabilizer Installation guide. REACTIONS. (1 size) 1 = 266/0-11-0 (min.0-1-8) 2 = 111/Mechanical 3 = 20/Mechanical Max Horz 1 = 72(LC 4) Max Uplift 1 =-136(LC 4) 2 = -87(LC 4) Max Grav 1 = 340(LC 19) 2 = 134(LC 19) 3 = 46(LC 3) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T , DL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GC' i=0.18; MWFRS (envelope); cantilever left and right exp rsed ; end vertical left exposed; Lumber DOL=1.60 plate p DOL=1.60 2) Plates checke for a plus or minus 0 degree rotation about its center. 1 3) This truss has een designed for a 10.0 psf bottom chord live load no' concurrent with any other live loads. 4) ' This truss ha ' been designed for a live load of 20.Opsf on the bottom ch Sd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t between the bottom chord and any other members. 5) Refer to girder( ) for truss to truss connections. 6) Provide mecha ical connection (by others) of truss to bearing plate cap ple of withstanding 136 lb uplift at joint 1 and 87 lb uplift at oint 2. 7) "Semi -rigid pitc 'breaks with fixed heels" Member end fixity model was u ed in the analysis and design of this CSI. DEFL. in (loc) I/deft L/d TC 0.34 Vert(LL) -0.01 4 >999 360 BC 0.23 Vert(TL) -0.01 4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 lb down and 63 lb up at 2-7-10, and 98 lb down and 109 lb up at 2-7-10 on top chord, and 12 lb down and 43 lb up at 2-7-10, and 50 lb up at 2-7-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not pait of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 8=172(F=63, B=109) 9=15(F=12, 13=26) PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% Julius Lee; P.E.434869 1109 Cdastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400547 58113R HJA Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 4-7-3 4-7-3 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 213/Mechanical 3 = 107/Mechanical 1 = 347/0-11-3 (min. 0-1-8) Max Horz 1 = 90(LC 4) Max Uplift 2 = -149(LC 4) 3 = -32(LC 9) 1 = -179(LC 4) Max Grav 2 = 227(LC 19) 3 = 114(LC 19) 1 = 424(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-321/234 BOT CHORD 1-11=235/304 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3x6 11 3x8 11 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep-03 11:45:15 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-y?fkjYl NmQxnj9nw?RIF6FPgz5JaCJgZgLx2iuyhMhc 1.86 12 Dead Ldbd Defl. = 1/8 in CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.77 Vert(LL) 0.15 3-8 >606 360 MT20 244/190 BC 0.80 Vert(TL) -0.27 3-8 >342 240 WB 0.00 Horz(TL) 0.02 2 n/a n/a (Matrix-M) Weight: 26 lb FT = 0% 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2, 32 lb uplift at joint 3 and 179 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 69 lb up at 2-7-0, 95 lb down and 112 lb up at 2-7-3, and 127 lb down and 110 lb up at 5-4-8, and 117 lb down and 100 lb up at 5-5-8 on top chord, and 16 lb down and 48 lb up at 2-7-0, 51 lb up at 2-7-3, and 33 lb down and 39 lb up at 5-4-8, and 8 lb down and 18 lb up at 5-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 9=181(F=69, 13=112) 10=19(F=-6, B=25) 11=10(F=-l6, 13=27) 12=-21(F=-33, 13=12) Julius Lee; P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 Job I Truss Truss Type Qty Ply A0400548 58113R HJB Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF l FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:16 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-QCD6xu l?Xk3eLJM6Z9pUfSxwOU kWxj8ju?hbEKyhMhr LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 1 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 it Code FBC2010/TP12007 LUMBER - TOP CHORD 2. BOT CHORD 2 WEBS 2: WEDGE Left: 2x4 SP No BRACING - TOP CHORD Structural wood purlins. BOT CHORD Rigid ceiling din MiTek recomn cross bracing REACTIONS. 3 = 1 = 5 = Max Horz 1 = Max Uplift 3 = 1 = 5 = Max Grav 3 = 1 = 5 = FORCES. (lb) Max. Comp./Max when shown. TOP CHORD 1 -11 =-553/379, 1 2-12=901 /557 BOT CHORD 1-15=376/525, 1 16-17=-580/921, 5-18=-580/921 WEBS 2-5=-968/610 SP No.2 SP No.2 SP No.3 directly applied or 5-5-3 oc y applied or 7-7-12 oc bracing. ds that Stabilizers and required installed during truss erection, in 163/Mechanical 1-11 (min.0-1-8) 398/Mechanical 101(LC 4) -146(LC 13) -233(LC 4) -188(LC 13) 163(LC 1) 522(LC 19) 398(LC 1) - All forces 250 (lb) or less except 2=-930/581, 6=-580/921, '-18=-580/921, NOTES- 1) Wind: ASCE 7-0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf,, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GC5"lip 0.18; MWFRS (envelope); cantilever left and right exped ;end vertical left exposed; Lumber DOL=1.60 plate DOL=1.60 6-6-0 6-6-0 CSI. DEFL. in (loc) I/deft L/d TC 0.43 Vert(LL) 0.06 5-10 >999 360 BC 0.50 Vert(TL) -0.15 5-10 >735 240 WB 0.25 Horz(TL) 0.01 5 n/a n/a (Matrix-M) 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 3, 233 lb uplift at joint 1 and 188 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 108 lb up at 2-9-6, 113 lb down and 74 lb up at 2-10-9, 111 lb down and 94 lb up at 5-64, 130 lb down and 109 lb up at 5-9-10, and 129 lb down and 144 lb up at 8-3-3, and 147 lb down and 161 lb up at 8-8-11 on top chord, and 49 lb up at 2-9-6, 15 lb down and 49 lb up at 2-10-9, 8 lb down and 18 lb up at 5-64, 31 lb down and 41 lb up at 5-9-10, and 23 lb down and 9 lb up at 8-3-3, and 46 lb down and 33 lb up at 8-8-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 11=182(F=108,B=74)12=29(F=27,B=2) 13=-44(F) 14=-66(B) 15=10(F=25, B=-15) 16=-18(F=13 , B=-31) 17=-10(F) 18=-46(B) 4-1-3 De0. = V8 in 4 3x4 = PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400549 58113R HJC Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:16 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-QCD6xul?Xk3eLJM6Z9pUtSxgmUilxm4ju?hbEKyhMht 1-8-6 r;ff:3I 2-2-6 0-6-0 1.25 12 9-114 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0,83 Vert(LL) 0.26 3-7 >452 360 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.23 3-7 >525 240 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1007/1-0-0 (min. 0-1-8) 2 = 276/Mechanical 3 = 56/Mechanical Max Horz 1 = 77(LC 4) Max Uplift 1 = -960(LC 4) 2 = -214(LC 4) 3 = -114(LC 4) Max Grav 1 = 1007(LC 1) 2 = 276(LC 1) 3 = 104(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-559/562 BOT CHORD 1-7=-529/526 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 960 lb uplift at joint 1, 214 lb uplift at joint 2 and 114 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 54 lb up at 5-44, 25 lb down and 54 lb up at 54-4. 80 lb up at 7-7-15, 80 lb up at 7-7-15, and 100 lb down and 96 lb up at 3-0-8, and 100 lb down and 96 lb up at 3-0-8 on top chord, and 41 lb down and 36 lb up at 5-44, 41 lb down and 36 lb up at 54-4, 4 lb down and 56 lb up at 7-7-15, 4 lb down and 56 lb up at 7-7-15, and 100 lb down and 96 lb up at 3-0-8, and 100 lb down and 96 lb up at 3-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 3-4=-20 Concentrated Loads (Ib) Vert: 8=-200(F=-100, B=-100) 9=83(F=41, B=41) 10=8(F=4, B=4) 11=-200(F=100, B=-100) 12=43(F=21, B=21) 13=14(F=7, B=7) Dead Load Defl. =1/8 in PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0% Julius Lee; P.E.134869 1109 coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400550 58113R HJD Diagonal Hip Girder 2 1 Job Reference o tional Al ROOF I FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:17 2014 PagE ID:pb?pAvBc94GXrsdDaZC7i]zCOVW-uOnV8DJdl1 BVyTxJ6sKjCgU9xu9RgDKs7fQ8nmyhMhn 3-3-14 _ 5-1-8 3-3-14 1-9-9 1-2-8 lil 1-2-8 0-5-10 3-5-6 Plate Offsets -- 1:0-1-0 0-11-8 1:0-4-8 Ed e LOADING(psf) j SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.01 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 15lb FT=0% LUMBER - TOP CHORD 2 4 SP No.2 8) Hanger(s) or other connection device(s) shall be BOT CHORD 2 4 SP N0.2 provided sufficient to support concentrated load(s) 58 lb BRACING- down and 84 lb up at 2-9-8, and 58 lb down and 84 lb up TOP CHORD Structural wood � heathing directly applied or 5-1-8 oc at 2-9-8 on top chord, and 49 lb up at 2-9-8, and 49 lb up pudins. at 2-9-8 on bottom chord. The design/selection of such BOT CHORD connection device(s) is the responsibility of others. Rigid ceiling dire tly applied or 10-0-0 oc bracing. 9) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is MiTek recomm 'nds that Stabilizers and required always required. cross bracing by installed during truss erection, in 10) In the LOAD CASE(S) section, loads applied to the accordance with Stabilizer Installation ouide. face of the truss are noted as front (F) or back (B). REACTIONS. (I size) 1 = 24910-11-5 (min. 0-1-8) LOAD CASE(S) 2 = 86/Mechanical Standard 3 = 3/Mechanical 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Max Horz Plate Increase=1.25 1 = 56(LC 4) Uniform Loads (plf) Max Uplift Vert: 1-2=-90, 3-4=-20 1 =-132(LC 4) Concentrated Loads (lb) 2 = -68(LC 4) Vert: 8=167(F=84, B=84) 9=52(F=26, B=26) Max Grav - 1 = 249(LC 1) 2 = 86(LC 1) 3 = 27(LC 3) FORCES. (lb) Max. Comp./Max., en. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GC=0.18; MWFRS (envelope); cantilever left and right expo ed ; end vertical left exposed; Lumber DOL=1.60 plate g jp DOL=1.60 2) Plates checked Ifor a plus or minus 0 degree rotation about its center 3) This truss has en designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) ' This truss hasi een designed for a live load of 20.Opsf on the bottom chaos in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other mmbers. 5) Refer-1. girder( for truss to truss connections. 6) Provide mecha cal connection (by others) of truss to bearing plate capa le of withstanding 132 lb uplift at joint 1 and 68 lb uplift at joint 2. 7) "Semi -rigid pitc reaks with fixed heels" Member end fixity model was u �d in the analysis and design of this Julius Lee, P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435' Job Truss Truss Type Qty Ply A0400551 58113R HJE Diagonal Hip Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 0311:45:17 2014 PagE ID:pb?pAvBo94GXrsdDaZC7iIzCOVW-uOnV8DJdl1 BVyTxJ6sKjCgU5Ru7FgBRs7fQ8nmyhMhn 6-11-1 9-11-0 6-11-1 2-11-15 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 100/Mechanical 5 = 326/Mechanical 1 = 327/0-6-6 (min.0-1-8) Max Horz 1 = 159(LC 4) Max Uplift 3 = -70(LC 4) 5 = -182(LC 4) 1 = -174(LC 4) Max Grav 3 = 100(LC 1) 5 = 356(LC 19) 1 = 462(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-682/348 BOT CHORD 1-6=-360/627, 5-6=-360/627 WEBS 2-5=-710/407 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI. DEFL. in (loc) I/deft L/d TC 0.38 Vert(LL) -0.03 6-11 >999 360 BC 0.27 Vert(TL) -0.04 6-11 >999 240 WB 0.19 HOrz(TL) 0.01 5 n/a n/a (Matrix-M) 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3 182 lb uplift at joint 5 and 174 lb uplift at joint 1. 7) "Semi -rigid pitchb(eaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 lb down and 140 lb up at 2-9-12, 137 Ito down and 140 lb up at 2-9-12, and 171 lb down and 163 lb up at 6-9-12, and 175 lb down and 161 lb up at 6-9-12 on top chord, and 61 lb up at 2-9-12, 78 lb up at 2-9-12, and 18 lb down and 21 lb up at 6-9-12, and 24 lb down and 43 lb up at 6-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-90, 4-7=-20 Concentrated Loads (lb) Vert: 6=-23(F=O, B=-23) 2=6(F=4, B=2) 10=280(F=140 , B=140) 11=70(F=44, B=27) 3x4 = PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R HJH Diagonal Hip Girder 1 1 A0400552 Job Reference (optional) At ROOF l FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:18 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-NaLtLZKF3LJMadWVgarykt1 G71TbPgaOMJAiJCyhMhl Plate Offsets Y — 1:04-13 Ed a 1:0-04Ed e LOADING(psf) ' SPACING- 2-0-0 CSI. DEFL. in (Icc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.06 3-8 >999 360 MT20 2441190 TCDL 15.0 j Lumber Increase 1.25 BC 0.20 Vert(TL) -0.06 3-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - it TOP CHORD 2 SP No.2 4 6) Provide mechanical connection (by others) of truss to BOT CHORD 2 SP No.2 bearing plate capable of withstanding 125 lb uplift at joint WEDGE Left: No. 2, 81 lb uplift at joint 3 and 188 lb uplift at joint 1. G-- BRACING- 7) "Semi -rigid pitchbreaks with fixed heels" Member end TOP CHORD fixity model was used in the analysis and design of this Structural wood heathing directly applied or 6-0-0 oc truss. 8) Hanger(s) or other connection device(s) shall be pudins. BOT CHORD provided sufficient to support concentrated load(s) 141 lb Rigid ceiling directly applied or 10-0-0 oc bracing. down and 150 lb up at 2-11-14, and 141 Ito down and 150 nds that Stabilizers and required Ito up at 2-11-14 on top chord, and 94 lb down and 63 lb up at 2-11-14, and 94 lb down and 63 lb up at 2-11-14 MiTek recomm cross bracing bq installed during truss erection, in on bottom chord. The design/selection of such accordance with Stabilizer Installation uide. ' connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for REACTIONS. (Ib ize) truss system (not part of this component design) is 2 = 161/Mechanical always required. 3 = 51/Mechanical 10) In the LOAD CASE(S) section, loads applied to the 1 = 239/0-9-4 (min. 0-1-8) face of the truss are noted as front (F) or back (B). Max Horz 1 = 112(LC 19) Max Uplift LOAD CASE(S) 2 = -125(LC 8) Standard 3 = -81(LC 4) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, 1 = -188(LC 4) Plate Increase=1.25 Max Grav Uniform Loads (plf) 2 = 161(LC 1) Vert: 1-2=-90, 3-4=-20 3 = 76(LC 3) Concentrated Loads (lb) 1 = 239(LC 1) Vert: 9=300(F=150, B=150) 10=9(F=5, B=5) FORCES. (lb) Max. Comp./Max. en. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GC 1=0.18; MWFRS (envelope); cantilever left and right expo 'led ;end vertical left exposed; porch left exposed; Lumber OL=1.60 plate grip DOL=1.60 2) Plates checked or a plus or minus 0 degree rotation about its center. 3) This truss has en designed for a 10.0 psf bottom chord live load no oncurrent with any other live loads. 4) . This truss has pleen designed for a live load of 20.Opsf on the bottom cho in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. i 5) Refer to girder( for truss to truss connections. Julius Lee, P.E.,934869 1109 Coastal Bay Boynton Beach,FL.33435 Job Truss Truss Type Qty Ply A0400553 58113R JA Jack -Open 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:18 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-NaLtLZKF3LJMadVWgaryktl JMITKPgaOMJAiJCyhMh 0-10-8 0-10-8 4-0-0 - 4-0-0 4-0-0 3-1-8 Plate Offsets (X,Y)--11:0-0-7,0-7-101, f1:0-1-4,Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.00 3-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 311/0-8-0 (min. 0-1-8) 2 = 105/Mechanical 3 = 17/Mechanical Max Horz 1 = 73(LC 8) Max Uplift 1 = -145(LC 8) 2 = -83(LC 8) Max Grav 1 = 311(LC 1) 2 = 105(LC 1) 3 = 42(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opst BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1 and 83 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.,#34869 1109 Coastal Bay Boynton Beach, FL_33435 Job Truss Truss Type Oty Ply 58113R JC Jack -Open 1 1 AO40O554 Job Reference (optional) H 1 muur r mugor J, run r rl m c. rL Jq`J40 1 3x4 = Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:18 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW-NaLtLZKF3LJMadVWgarykt1 AWINFPgaOMJAiJCyhMhl 6-6-11 0-0-10 6-7-5 LOADING(pst) yy SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.15 3-6 >529 360 TCDL 15.0 ', Lumber Increase 1.25 BC 0.61 Vert(TL) -0.20 3-6 >398 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2 SP No.2 BOT CHORD 2 SP No.2 BRACING - TOP CHORD Structural wood '1heathing directly applied or 4-6-13 oc purlins. BOT CHORD Rigid ceiling dire' tly applied or 10-0-0 oc bracing. MiTek recomm nds that Stabilizers and required cross bracing 11,0 installed during truss erection, in 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 1, 157 lb uplift at joint 2 and 2 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. REACTIONS. (I )size) LOAD CASE(S) 1 = 415/0-8-0 (min. 0-1-8) Standard 2 = 219/Mechanical 3 = 80/Mechanical Max Horz 1 = 101(LC 8) Max Uplift 1 = -196(LC 8) 2 = -157(LC 8) 3 = -2(LC 8) Max Grav 1 = 415(LC 1) 2 = 219(LC 1) 3 = 106(LC 3) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1606l1609 BOT CHORD 1-3=-1799/1708 NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., MWFRS (envelope) and C-C Extedor(2) zone; ntilever left and right exposed ; end vertical left expos 'd;C-C for members and forces & MWFRS for reacti' ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked or a plus or minus 0 degree rotation about its center. i 3) This truss has en designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) `This truss has,een designed for a live load of 20.Opsf on the bottom cho in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�t between the bottom chord and any other members. Dead Loa I Defl. = 1/8 in Lo Y PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% Julius Lee, P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply A04O0555 58113R JD Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:19 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-rmvFZvLtgfRDCn5hEHNBHSZLoijk87p9azvFrfyhMhk 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 406/0-8-0 (min. 0-1-8) 2 = 215/Mechanical 3 = 80/Mechanical Max Horz 1 = 99(LC 8) Max Uplift 1 = -192(LC 8) 2 = -153(LC 8) 3 = -2(LC 8) Max Grav 1 = 406(LC 1) 2 = 215(LC 1) 3 = 104(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1541 /1549 BOT CHORD 1-3=-1732/1638 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6-5-3 29163G CSI. DEFL. in (loc) I/deft L/d TC 0.78 Vert(LL) 0.14 3-6 >550 360 BC 0.59 Vert(TL) -0.18 3-6 >418 240 WB 0.00 Horz(TL) 0.01 1 n/a n/a (Matrix-M) 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1, 153 lb uplift at joint 2 and 2 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Dead Loa Defl. =1/8 in 0 N Y PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% Julius Lee; P.E. 434869 1109 Coastal say Boynton Beach,FL.33435 Job Truss Truss Type Qty y 58113R JE Jack -Open 1 1 F A0400556 Job Reference (optional) A I "Uur I LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2. BOT CHORD 2. BRACING - TOP CHORD Structural wood purlins. BOT CHORD Rigid ceiling din MiTek recomn cross bracing REACTIONS. (Ibl 1 = � 2 3 = Max Horz 1 = Max Uplift 1 = 2 = 3 = Max Grav 1 = 2 = 3 = FORCES. (lb) Max. Comp./Max. when shown. TOP CHORD 1-2=-1477/1490 BOT CHORD 1-3=-1667/1569 FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:19 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-rmvFZvLtgfRDCn5h EHNBH5ZMJiL87p9azvFrfyhMhk 1 6-3-10 3x4 = Dead Lo d Defl. = 118 in cb SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP Plates Increase 1.25 TC 0.74 Vert(LL) 0.13 3-6 >573 360 MT20 244/190 Lumber Increase 1.25• BC 0.58 Vert(TL) -0.17 3-6 >440 240 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% SP No.2 SP No.2 ieathing directly applied or 4-9-7 oc :ly applied or 10-0-0 oc bracing. ids that Stabilizers and required installed during truss erection, in Stabilizer Installation guide. size) 397/0-8-0 (min. 0-1-8) 211 / M e c h anical 79/Mechanical 97(LC 8) -188(LC 8) -150(LC 8) -3(LC 8) 397(LC 1) 211(LC 1) 102(LC 3) Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; EnG., GC ,=0.18; MWFRS (envelope) and C-C Extedor(2) zone; ntilever left and right exposed ; end vertical left expos d;C-C for members and forces & MWFRS for reacti''ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked iJo a plus or minus 0 degree rotation about its center. 3) This truss has en designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) ' This truss hasl�reen designed for a live load of 20.Opsf on the bottom cho �`d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t between the bottom chord and any 11 other members. ` 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 1, 150 lb uplift at joint 2 and 3 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.134869 1109 Cdantal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R JF Jack -Open 1 1 A0400557 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:19 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-rmvFZvLtgfRDCn5hEHN BH5ZMgikE87p9azvFrfyhMhk 6-2-2 6-2-2 3x4 = LOADING(psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft L/d TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.12 3-6 >598 360 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.16 3-6 >463 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 389/0-8-0 (min. 0-1-8) 2 = 206/Mechanical 3 = 78/Mechanical Max Horz 1 = 95(LC 8) Max Uplift 1 = -184(LC 8) 2 = -147(LC 8) 3 = -3(LC 8) Max Grav 1 = 389(LC 1) 2 = 206(LC 1) 3 = 100(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1414/1432 BOT CHORD 1-3=-1603/1502 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Dpsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 1, 147 lb uplift at joint 2 and 3 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Dead Load Defl. = 1/8 in co PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% Julius Lee; P.E.,934.869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply AO40O558 58113R JG Jack -Open 1 1 Job Reference (optional) r:4Man1M FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MTek Industries, Inc. Wed Sep 03 11:45:19 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-rmvFZvLtgfRDCn5h EH NBHSZNJikT87p9azvFrtyh Mhk 6-0-10 6-0-10 1 3x4 = Dead Load Deg. = 1116 in 6-1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.12 3-6 >624 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.15 3-6 >488 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 i Code FBC2010frP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD SP No.2 5) Refer to girder(s) for truss to truss connections. BOT CHORD 2 SP No.2 6) Provide mechanical connection (by others) of truss to BRACING- bearing plate capable of withstanding 180 lb uplift at joint TOP CHORD 1, 144 lb uplift at joint 2 and 4 lb uplift at joint 3. Structural wood heathing directly applied or 5-0-4 oc 7) "Semi -rigid pitchbreaks with fixed heels" Member end purlins. fixity model was used in the analysis and design of this BOT CHORD Rigid ceiling dire tly applied or 10-0-0 oc bracing. nds that Stabilizers and required 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is MiTek recomm cross bracing to installed during truss erection, in always required. accordance witH Stabilizer Installation ouide. REACTIONS. (Iwsize) LOAD CASE(S) 1 = 380/0-8-0 (min. 0-1-8) Standard 2 = 202/Mechanical 3 = 77/Mechanical Max Horz 1 = 93(LC 8) Max Uplift 1 = -180(LC 8) 2 = -144(LC 8) 3 = -4(LC 8) Max Grav 1 = 380(LC 1) 2 = 202(LC 1) 3 = 98(LC 3) FORCES. (lb) Max. Comp./Max;Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i 1-2=-1353/1374 BOT CHORD 1-3=-1539/1437 NOTES- 1) Wind: ASCE 7 �, 0; VuIt=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GC =0.18; MWFRS (envelope) and C-C Exterior(2) zone; ntilever left and right exposed ; end vertical left expos 'I d;C-C for members and forces & MWFRS for reacti ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. i 3) This truss has gen designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) . This truss has' een designed for a live load of 20.Opsf on the bottom cho , in all areas where a rectangle 3-6-0 tall Julius Lee; P.E. #34869 by 2-0-0 wide will t between the bottom chord and any 1109 Coastal Bay other members. Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400559 58113R JH Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mi fek Industries, Inc. Wed Sep 03 11:45:20 2014 PagE ID:pb?pAvBo94GXrsd DaZC7ilZCOVVV-JzTdmF LVbyZ4pxfuo_uQpl6YZ64ztZ31pdfoN5yhMh, 5-11-1 5-11-1 Dead Lc ad Defl. = 1116 in N_ V N� 3x4 = -0-0-10 5-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.11 3-6 >653 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.14 3-6 >515 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 371/0-8-0 (min. 0-1-8) 2 = 198/Mechanical 3 = 76/Mechanical Max Horz 1 = 91(LC 8) Max Uplift 1 = -175(LC 8) 2 = -141(LC 8) 3 = -4(LC 8) Max Grav 1 = 371(LC 1) 2 = 198(LC 1) 3 = 96(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1292/1315 BOT CHORD 1-3=-1474/1371 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.0psf; h=26ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1, 141 lb uplift at joint 2 and 4 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E.434869 1109 Coastal Bay. Boynton Beach,FL.33435 Job Truss Truss Type Qty Ply 1 A0400560 58113R JM Corner Jack 1 1 Job Reference (optional) Al KUUF I KUtib S, I -UK I F'ItK(:t, FL 34`J4b 0 4-8-3 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:49:40 2014 Page 1 I D:pb?pAvBo94GXrsd DaZC7ilzCOVV%Li_AwL9VbMrJBOuXsObYOM7t2dvgeo5Oab4eZV 1 yhMd 7-8-3 3-0-0 4x8 = 6 5 3x4 = Dead Load Defl. = 1/8 in m 04 a 7-8-3 Plate Offsets X'i -- 1:0-0-3 0-2-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft I PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.08 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.22 6-9 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(rL) 0.02 1 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 30 lb FT = 0% LUMBER - TOP CHORD 2 'I SP No.2 3) Plates checked for a plus or minus 0 degree rotation BOT CHORD 21 SP Not about its center. WEBS 2xl SP No.3 4) This truss has been designed for a 10.0 psf bottom SLIDER Left 2x4 SP No. 1-6-0 chord live load nonconcurrent with any other live loads. BRACING- 5) ' This truss has been designed for a live load of TOP CHORD j 20.Opsf on the bottom chord in all areas where a Structural wood eathing directly applied or 6-0-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. purlins. 6) Refer to girder(s) for truss to truss connections. BOT CHORD 7) Refer to girder(s) for truss to truss connections. Rigid ceiling dire' ly applied or 6-6-1 oc bracing. 8) Provide mechanical connection (by others) of truss to Irecomm ds that Stabilizers and required bearing plate capable of withstanding 183 lb uplift at joint cross bracing b' installed during truss erection, in 1, 67 lb uplift at joint 4 and 166 lb uplift at joint 6. accordance wit Stabilizer Installation guide. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this REACTIONS. (Ib size) truss. 1 = 416/Mechanical 10) Warning: Additional permanent and stability bracing 4 = 67/Mechanical for truss system (not part of this component design) is 6 = 357/Mechanical always required. Max Horz 1 = 142(LC 8) Max Uplift LOAD CASE(S) 1 =-183(LC 8) Standard 4 = -67(LC 8) 6 =-166(LC 8) Max Grav 1 = 416(LC 1) 4 = 67(LC 1) 6 = 357(LC 1) FORCES. (lb) Max. Comp./Max. en. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-765/446, 2-3,-657/599 BOT CHORD 1-6=-764/678 WEBS 3-6=-774/872 NOTES- 1) Wind: ASCE 7- 0; Vult=170mph (3-second gust) Vasd=132mph; T L=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCp —'0 18, MWFRS (envelope) and C-C r Exterior(2) zone; ntilever left and right exposed ; end vertical left expos 'b;C-C for members and forces & MWFRS for reacti ''ns shown; Lumber DOL=1.60 plate grip DOL=1.60 Julius Lee, P.E..#34869 2) This truss is not;designed to support a ceiling and is not 1109 Coastal Bay intended for use w' ere aesthetics are a consideration. Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400561 58113R JN Jack -Open 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:20 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-JzTdmFLVbyZ4pxfuo_uQpl6h R6BZtZ3lpdfoN5yhMh. 0-8 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 771Mechanical 3 = 58/Mechanical 1 = 262/0-8-0 (min. 0-1-8) Max Horz 1 = 56(LC 8) Max Uplift 2 = -49(LC 8) 3 = -27(LC 8) 1 = -122(LC 8) Max Grav 2 = 77(LC 1) 3 = 58(LC 1) 1 = 262(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 3-8-0 3-8-0 CSI. DEFL. in (loc) I/deft L/d TC 0.08 Vert(LL) -0.00 8 >999 360 BC 0.11 Vert(TL) -0.00 8 >999 240 WB 0.00 Horz(fL) 0.00 1 n/a n/a (Matrix-M) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 2 , 27 lb uplift at joint 3 and 122 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with, fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard N Ol O PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% Julius Lee, P.E.439869 1109 Coastal Bay Boynton Beach, FL.33435 Job Truss Truss Type Qty Ply 58113R I JO Jack -Open 2 1 A0400562 Job Reference o tional Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:21 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-n91?_bM8MGhxR4E4LiP1M Wfs?V WJcOJS2HOMwXyhMh 3-11-0 3-11-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.09 BC 0.14 WB 0.00 (Matrix-M) DEFL. in (loc) I/deft Vert(LL) 0.01 8 >999 Vert(TL) -0.01 8 >999 Horz(TL) -0.00 2 n/a Ud 360 240 n/a LUMBER - TOP CHORD 2 ,I4 SP No.2 6) Provide mechanical connection (by others) of truss to BOT CHORD 2 SP No.2 bearing plate capable of withstanding 57 lb uplift at joint 2 WEDGE 26 lb uplift at joint 3 and 128 lb uplift at joint 1. Left: No. 7) "Semi -rigid pitch breaks with fixed heels" Member end G-- BRACING- fixity model was used in the analysis and design of this TOP CHORD truss. Structural wood heathing directly applied or 3-11-0 oc 8) Warning: Additional permanent and stability bracing for purlins. truss system (not part of this component design) is BOT CHORD always required. Rigid ceiling dire tly applied or 10-0-0 oc bracing. that Stabilizers and required MiTek recommends cross bracing b installed during truss erection, in LOAD CASES) accordance wito Stabilizer Installation uide. Standard REACTIONS. (lb, size) 2 = 89/Mechanical 3 = 61/Mechanical 1 = 274/0-8-0 (min. 0-1-8) Max Horz 1 = 60(LC 8) Max Uplift 2 = -57(LC 8) 3 = -26(LC 8) 1 = -128(LC 8) Max Grav 2 = 89(LC 1) 3 = 61(LC 1) 1 = 274(LC 1) FORCES. (lb) Max. Comp./Max.' en. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GC=0.18; MWFRS (envelope) and C-C Exterior(2) zone; ntilever left and right exposed ; end vertical left expos 'tl;C-C for members and forces & MWFRS for reacti ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked or a plus or minus 0 degree rotation about its center. 3) This truss has en designed for a 10.0 psf bottom chord live load no 'Foncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom cho {' in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4 between the bottom chord and any other members. 5) Refer to girder( for truss to truss connections. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% Julius Lee, P.E. 04869 1109 Coastal Bay Boynton Beach, FL .33435 Job Truss Truss Type Qty Ply 58113R JP Roof Special 1 1 A0400563 Job Reference (optional) H 1 nuur 1 Kuao Co, run 1 rmmuC, rL 39e40 3x8 II 6 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:21 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-n91 ?_bM8MGhxR4E4LiPfM Wfg7V WCcOVS2HOMwXyhMh 1-4-6 3-2-13 1-4-6 1-10-7 2.29 F12 3 Svc 5 4 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.01 5 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 5 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.05 Horz(fL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-13 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 162/Mechanical 4 = 162/Mechanical Max Horz 6 = 38(LC 9) Max Uplift 6 = -76(LC 8) 4 = -85(LC 12) Max Grav 6 = 162(LC 1) 4 = 162(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 6 and 85 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard m O PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% 0 Julius Lee; P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 r y Job Truss Truss Type Qty Ply 58113R JQ Jack -Open 1 1 A0400564 Job Reference (optional) Al ROOF FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:21 2014 PagE ID:pb?pAvBo94GXrsdDaZC7ilzCOVW n91? bM8MGhxR4E4LiPfMWfrPVXWcOJS2HOMwXyhMh 2-11-14 2-11-14 0 6 o 0-10-8 2-1-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 j Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2 '1 SP No.2 7) "Semi -rigid pitchbreaks with fixed heels" Member end BOT CHORD 2 4 SP No.2 fixity model was used in the analysis and design of this BRACING- truss. TOP CHORD Structural wood heathing directly applied or 2-11-14 oc 8) Warning: Additional permanent and stability bracing for pudins. truss system (not part of this component design) is BOT CHORD always required. Rigid ceiling dire tly applied or 10-0-0 oc bracing. MiTek recomm nds that Stabilizers and required cross bracing b installed during truss erection, in REACTIONS. (Ib/size) 1 = 260/0-8-0 (min. 0-1-8) 2 = 65/Mechanical 3 = -3/Mechanical Max Horz 1 = 42(LC 8) Max Uplift 1 = -124(LC 8) 2 = -51(LC 8) 3 = -3(LC 1) Max Grav j 1 = 260(LC 1) 2 = 65(LC 1) 3 = 20(LC 3) FORCES. (lb) Max. (omp./Max., en. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mp1; T DL=psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GC =0.18;5.OMWFRS (envelope) and C-C Exterior(2) zone; ntilever left and right exposed ; end vertical left expos d;C-C for members and forces & MWFRS for reacti ins shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked or a plus or minus 0 degree rotation about its center. 3) This truss has en designed for a 10.0 psf bottom chord live load no ncurrent with any other live loads. 4) - This truss has een designed for a live load of 20.Opsf on the bottom cho b in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. 5) Refer to girder( for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capale of withstanding 124 lb uplift at joint 1, 51 lb uplift at joint 4^I and 3 lb uplift at joint 3. LOAD CASE(S) Standard Julius Lee, P.E.134869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400565 58113R JR Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep.03 11:45:22 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-FLaOBxNm6apo3EpGvPwuvjB2Mvu7LTZbHx8vS,yhMht 1-10-1 1-10-1 1-6-8 0-3-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor-z(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -2/Mechanical 2 = 10/Mechanical 1 = 193/0-8-0 (min. 0-1-8) Max Horz 1 = 26(LC 8) Max Uplift 3 = -2(LC 1) 2 = -11(LC 8) 1 = -90(LC 8) Max Grav 3 = 3(LC 3) 2 = 1O(LC 1) 1 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 3, 11 lb uplift at joint 2 and 90 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee; P.E.434869 1109 Coastal Bay' Boynton Beach, FL 33435 Job Truss Qty Ply58113R A0400566 , JS PissType ck-Open 1 1 Job Reference o tional Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:22 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-FLaOBxNm6apo3EpGvPwuvjBvKvn PLTZbHx8vS_yhMht 5-8-5 5-8-5 0 3x4 = Dead Load Deft. = 1 /16 in d, ur LOADING(pso TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CS1. TC 0.63 BC 0.47 WB 0.00 (Matrix-M) DEFL. in (loc) Udefl Vert(LL) 0.09 3-6 >779 Vert(TL) -0.11 3-6 >613 Horz(TL) 0.01 1 n/a L/d 360 240 n/a PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2 4 SP No.2 5) Refer to girder(s) for truss to truss connections. BOT CHORD 2 4 SP No.2 6) Provide mechanical connection (by others) of truss to BRACING- bearing plate capable of withstanding 166 lb uplift at joint TOP CHORD Structural wood ' heathing directly applied or 5-3-2 oc 1, 140 lb uplift atjoint 2 and 2 lb uplift atjoint 3. "Semi 7) -rigid pitchbreaks with fixed heels" Member end puriins. BOT CHORD fixity model was used in the analysis and design of this Rigid ceiling dire tly applied or 10-0-0 oc bracing. truss. 8) Warning: Additional permanent and stability bracing for MiTek recomm 'nds that Stabilizers and required truss system (not part of this component design) is cross bracing 6 installed during truss erection, in always required. accordance with Stabilizer Installation auide. REACTIONS. (I Isize) LOAD CASE(S) 1 = 359/0-8-0 (min. 0-1-8) Standard 2 = 191/Mechanical 3 = 69/Mechanical Max Horz 1 = 105(LC 8) Max Uplift 1 =-166(LC 8) 2 =-140(LC 8) 3 = -2(LC 8) Max Grav 1 = 359(LC 1) 2 = 191(LC 1) 3 = 92(LC 3) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP -CHORD 1-2=-1222/1262 BOT CHORD 1-3=-1481/1342 NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; Encl., GC =0.18; MWFRS (envelope) and C-C Exterior(2) zone; ntilever left and right exposed ; end vertical left expos °d;C-C for members and forces & MWFRS for reacti ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. II 3) This truss has Fen designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) ' This truss has;peen designed for a live load of 20.Opsf on the bottom cho d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. Julius Lee, P.E. ##34809 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400567 58113R JT Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530. s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:22 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW FLaOBxNm6apo3EpGvPwuvjBupvnALTZbHx8vS_rhMht 5.9-13 5-9-13 Dead Load Defl. = 1/16 in 3x4 = LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.09 3-6 >743 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.12 3-6 >580 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 368/0-8-0 (min. 0-1-8) 2 = 195/Mechanical 3 = 70/Mechanical Max Horz 1 = 107(LC 8) Max Uplift 1 = -170(LC 8) 2 = -143(LC 8) 3 = -1 (LC 8) Max Grav 1 = 368(LC 1) 2 = 195(LC 1) 3 = 94(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1282/1322 BOT CHORD 1-3=-1550/1408 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 1, 143 lb uplift at joint 2 and 1 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E.434869 1109 Coastal Bay Boynton. Beach, FL 33435 f ) Job Truss Truss Type Qty Ply A0400568 58113R JU Jack -Open 1 1 Job Reference o tional Al ROOF TRU SES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:23 2014 PagE q I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-jY8mPH OOttxfgOOTT7R7Rxk31 J794wplVbtT_QyhMhc a 3x4 = Dead Load Defl. = 1/16 in n2 o� o LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.10 3-6 >710 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.13 3-6 >549 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a Weight: 18 lb FT = 0% BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2 p SP No.2 5) Refer to girder(s) for truss to truss connections. BOT CHORD 2 4 SP No.2 6) Provide mechanical connection (by others) of truss to BRACING- bearing plate capable of withstanding 175 lb uplift at joint TOP CHORD Structural wood heathing directly applied or 4-11-15 oc 1, 146 lb uplift at joint 2 and 1 lb uplift at joint 3. "Semi 7) -rigid pitchbreaks with fixed heels" Member end purlins. fixity model was used in the analysis and design of this BOT CHORD Rigid ceiling dir Ctly applied or 10-0-0 oc bracing. truss. nds that Stabilizers and required 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is MiTek recomm cross bracing installed during truss erection, in always required. REACTIONS. (I 'size) LOAD CASE(S) 1 = 376/0-8-0 (min. 0-1-8) Standard 2 = 199/Mechanical 3 = 71/Mechanical Max Horz 1 = 110(LC 8) Max Uplift 1 = -175(LC 8) 2 = -146(LC 8) 3 = -1(LC 8) Max Grav 1 = 376(LC 1) 2 = 199(LC 1) 3 = 96(LC 3) FORCES. (lb) Max. Comp.lMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1343/1383 BOT CHORD 1-3=-1621/1476 I NOTES- !I 1) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.13psf; BCDL=5.0psf; h=26ft; Cat. II; Exp D; Encl., GC 1=0.18; MWFRS (envelope) and C-C Extedor(2) zone; ntilever left and right exposed ; end vertical left expos �d;C-C for members and forces & MWFRS for reacts ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has een designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) - This truss ha een designed for a live load of 20.Opsf on the bottom ch �d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1t between the bottom chord and any other members. I Julius Lee, P.E. 434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R JV Jack -Open 1 1 A0400569 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:23 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W jY8mPHOOttxfgOOTT7R7Rxk2VJ6x4wplVbtT_QyhMhc 6-0-14 6-0-14 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 385/0-8-0 (min. 0-1-8) 2 = 204/Mechanical 3 = 72/Mechanical Max Horz 1 = 112(LC 8) Max Uplift 1 = -179(LC 8) 2 = -150(LC 8) Max Grav 1 = 385(LC 1) 2 = 204(LC 1) 3 = 98(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1405/1443 BOT CHORD 1-3=-1690/1545 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ead Load Defl. = 1/16 in M d W CSI. DEFL. in (foe) I/deft L/d PLATES GRIP TC 0.73 Vert(LL) 0.11 3-6 >680 360 MT20 2441190 BC 0.51 Vert(TL) -0.14 3-6 >521 240 WB 0.00 Horz(TL) 0.01 1 n/a n/a (Matrix-M) Weight: 18 lb FT = 0% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 1 and 150 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E..#34869 1109 Coastal Bays Boynton Beach, FL 33435 r Job Truss Truss Type Qty Ply A0400570 58113R JW Jack -Open 1 4 Job Reference (optional) Al KUUr I KUlbtb, rUK I r1r K1,=, rL J4a40 E 3x4 = Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:23 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOVW jY8mPHOOttxfg00TT7R7Rxk2_J6j4wplVbtT QyhMhc LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.11 3-6 >652 360 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.15 3-6 >495 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER Top CHORD 2 4 SP No.2 BOT CHORD 2 SP No.2 BRACING- TOPCHORD I Structural wood heathing directly applied or 4-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recomm' nds that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. 1 = 2 = 3 = Max Horz 1 = Max Uplift 1 = 2 = Max Grav 1 = 2 = 3 = FORCES. (lb) Max. Comp./Ma when shown. TOP CHORD 1-2=-1467/1503 BOT CHORD 1-3=-1758/1615 394/0-8-0 (min. 0-1-8) 208/Mechanical 73/Mechanical 114(LC 8) -183(LC 8) -153(LC 8) 394(LC 1) 208(LC 1) 99(LC 3) - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D; Encl., GC'=O.18; MWFRS (envelope) and C-C Exterior(2) zone; ntilever left and right exposed ; end vertical left expos ' d;C-C for members and forces & MWFRS for react qns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked or a plus or minus 0 degree rotation about its center. 3) This truss has en designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 4) - This truss ha ,ibeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t between the bottom chord and any other members. 5) Refer to girder(,) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 1 and 153 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard ead Load Defl. = 1116 in m o d PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R K01G ROOF SPECIAL GIRDER 1 4 A0400571 Job Reference o tional ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:24 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-Bki8cdPOeB3WIYztOgyM_8GHxjQZpGeukFdO WsyhMh, 5-8-11 8-5-8 16-11-8 5-8-11 2-8-13 8-6.0 2.17 12 4x4 = 3x4 = 4x4 ,� 7x6 = 2x4 11 611.1 1 8-5-8 1.14112 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.42 5-9 >489 360 TCDL 15.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.82 5-9 >249 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(fL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 4736/1-1-1 (min.0-1-8) 1 = 5119/0-7-6 (min.0-1-8) Max Horz 1 = -16(LC 28) Max Uplift 4 =-2112(LC 5) 1 =-2301(LC 4) Max Grav 4 = 4736(LC 1) 1 = 5119(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-16558/7391, 2-3=-16450/7351, 3-4=-23798/10603 BOT CHORD 1-13=-4007/8998, 1-14=-7242/16281, 14-15=-7242/16281,6-15=-7242/16281, 6-16=-10537/23689, 5-16=-10537/23689, 5-17=10537123689, 17-18=-10537/23689, 18-19=-10537/23689, 4-19=-10537123689, 4-20=5873/13210 WEBS 2-6=-1904/4280, 3-6=-7783/3432, 3-5=-1236/2932 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 4-ply truss to be connected together with 12d (0. 131 "x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Plate(s) at joint(s) 4, 2, 3, 5 and 1 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 6 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2112 lb uplift at joint 4 and 2301 lb uplift at joint 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1119 lb down and 537 lb up at 1-0-12, 1119 lb down and 527 lb up at 3-0-12, 1111 lb down and 511 lb up at 5-0-12, 1111 lb down and 497 lb up at 7-0-12, 1111 lb down and 491 lb up at 9-0-12, 1111 lb down and 492 lb up at 11-0-12, and 1119 lb down and 498 lb up at 13-0-12, and 1119 lb down and 500 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Dead Load Dell. = 7/16 in PLATES GRIP MT20 244/190 Weight: 283 lb FT = 0% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-45, 24=45, 7-10=-10 Concentrated Loads (lb) Vert: 13=1119(B) 14=1119(B) 15=-1111(B) 16=-1111(B) 17=-1111(B) 18=-1111(B) 19=-1119(B) 20=-1119(B) Julius Lee, P.E.434869 1109 Coastal Bay Boynton Beach,FL 33435 Job Truss Truss Type Qty Ply A0400572 58113R K02G Roof Special Girder 1 1 Job Reference o tional Al ROOF TRUIrES, FOR I PIERUL, FL 34846 II t7_i S Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:24 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-Bki8cdPOeB3 WIYzfOgyM_8GBIjODpLYukFdOWsyhMh' 12-10-10 15-2-6 5-2-15 7-7-11 2-3-11 Dead Load Defl. = 1/4 in 2.17 12 4x4 = 1.14 12 2 4x4 Q 4x4 ,i 1 3 M 3x4 c S axe 11 4 3x8 d• d• i 1.Sx4 II 0-11-1 ii 5-2-15 12-10-10 13-7-15 15-2-6 0-11-1 4-3-4 7-7-11 0 9 5 1-6-6 Plate Offsets Y — 1:0-3-0 Ede 1:0-0-0 2-5-5 1:0-8-0 Ede 2:0-2-0 0-0-8 3:14-13 Ede 3:0-4-12 Ed e LOADING(psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.24 4-9 >772 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.43 4-9 >426 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 49 lb FT = 0% LUMBER 11 - TOP CHORD 2 SP N0.2 *Except* T If 2x4SPM30 BOT CHORD 2 '4 SP M 30 WEBS 2 4 SP No.3 WEDGE Left: 2x4 SP No. BRACING - TOP CHORD Structural wood heathing directly applied or 2-10-13 oc pudins. BOT CHORD Rigid ceiling dire tly applied or 5-11-11 oc bracing. MiTek recomm 'nds that Stabilizers and required cross bracing b; installed during truss erection, in REACTIONS. 3 = 1 = Max Horz 1 = Max Uplift 3 = 1 = Max Grav 3 = 1 = FORCES. (lb) Max. Comp./Max when shown. TOP CHORD 1-1=-1328/640, 1 2-15=2963/1525 3-16=-2985/1511 BOT CHORD 1-10=669/1387, 4-17=-1467/2950 18-19=-1467/295 3-20=-1467/2950 WEBS 2-4=-163/425 NOTES- 1) Unbalanced design. 876/1-6-10 (min. 0-1-8) 1010/0-94 (min.0-1-8) 26(LC 8) -452(LC 5) -489(LC 4) 876(LC 1) 1010(LC 1) - All forces 250 (lb) or less except 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 3 and 489 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 67 lb up at 9-2-9, and 76 lb down and 94 lb up at 11-6-4 on top chord, and 247 lb down and 170 lb up at 4-7-2, 139 lb down and 108 lb up at 6-10-14, and 7 lb down and 27 lb up at 9-2-9, and 43 lb up at 11-64 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t=-3009/1549, 15-16=2967/1519, LOAD CASE(S) Standard -17=1467/2950, 1) Dead + Roof Live (balanced): Lumber Increase=1.25, 4-18=-1467/2950, Plate Increase=1.25 , 19-20=-1467/2950, Uniform Loads (plf) Vert: 1=2=-90, 2-3=-90, 5-10=20 Concentrated Loads (lb) Vert: 15=39(F) 16=94(F) 17=247(F) 18=-139(F) 19=16(F) 20=22(F) I live loads have been considered for this Julius Lee, P.E.;#34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400573 58113R L01G Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep-03 11:45:25 2014 PagE I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-fwGWpyPePV BNwiYraYTbWMpSg7kMYgel zvMZ3lyhMht 3-11-8 7-10-4 11-10-4 3-11-8 3-10-13 4-0-0 Dead Load Defl. =1 /16 in 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.10 6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.17 6 >828 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-1 cc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-14 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 631/0-8-0 (min.0-1-8) 4 = 686/0-8-0 (min.0-1-8) Max Horz 1 = -28(LC 28) Max Uplift 1 = -325(LC 4) 4 = -380(LC 9) Max Grav 1 = 631(LC 1) 4 = 686(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1322/7ll, 2-14=-1248/694, 3-14=1248/694, 3-4=-1330f7O8 BOT CHORD 1-6=-703/1306, 6-15=-625/1248, 5-15=-625/1248, 4-5=-632/1245, 4-13=-357/178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 1 and 380 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 203 lb up at 4-0-2, and 89 lb down and 97 lb up at 5-10-2, and 193 lb down and 200 lb up at 7-10-14 on top chord, and 27 lb down and 26 lb up at 3-11-8, and 13 Ib down and 10 lb up at 5-10-2, and 22 lb down and 28 1b up at 7-9-8 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 7-10=-20 Concentrated Loads (lb) Vert: 2=26(B) 3=-O(B) 6=9(B) 5=18(B) 14=-15(B) 15=3(B) Julius Lee, P.E.434869 1109 Coastal Bag Boynton Beach, FL 33435 ✓r 1 Job Truss Truss Type Qty Ply A0400574 58113R L02 Roof Special 1 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Wrek Industries, Inc. Wed Sep 03 11:45:25 2014 PagE liI I D:pb?pAvBo94GXrsdDaZC7iIzCOV W-fwG WpyPeP VB NwiYraYTbINMpOc7oPYp81 zvMZ3lyhMhf Dead Load Defl. = 1/16 in 4x4 = 3.00 12 2 5-11-10 5-11-10 LOADING(pso SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201O/TP12007 LUMBER - TOP CHORD 2'4 SP No.2 BOT CHORD 2 4 SP No.2 WEBS 2 4 SP No.3 BRACING - TOP CHORD Structural wood heathing directly applied or 4-4-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. MiTek recomm nds that Stabilizers and required cross bracing 4e installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (It}jsize) 1 = 622/0-8-0 (min. 0-1-8) 3 = 696/0-8-0 (min. 0-1-8) Max Horz 1 = -42(LC 13) Max Uplift 1 =-285(LC 8) 3 =-316(LC 9) Max Grav 1 = 622(LC 1) 3 = 696(LC 1) FORCES. (lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1594/1410, i 3=-1300/1085 BOT CHORD 11 1-4=-1486/1670,-4=-922/1175 NOTES- 1) Unbalanced ro f live loads have been considered for this design. ! 2) Wind: ASCE 7- 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.0psf; BCDL=5.Opsf, h=26ft; Cat. II; Encl.,GC=0.18, -CExp D; MWFRS (envelope) and C Exterior(2) zone; ntilever left and right exposed ; end vertical left expos ;C-C for members and forces & MWFRS for reacti ns shown; Lumber DOL=1.60 plate grip DOL=1.60 I 3) Plates checked �11 or a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load no4-ncurrent with any other live loads. 4 1.5x4 11 5-1-10 0 10-8 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.76 Vert(LL) 0.09 4-7 >999 360 MT20 244/190 BC 0.45 Vert(TL) -0.15 4-7 >989 240 WB 0.07 Horz(TL) 0.02 3 n/a n/a (Matrix-M) Weight: 38 lb FT = 0% 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 1 and 316 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R L03 Roof Special 1 1 A0400575 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 3.00 F12 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 629/0-8-0 (min. 0-1-8) 3 = 70310-8-0 (min. 0-1-8) Max Horz 1 = -42(LC 13) Max Uplift 1 = -289(LC 8) 3 = -319(LC 9) Max Grav 1 = 629(LC 1) 3 = 703(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1622/1431, 2-3=-1313/1093 BOT CHORD 14=-1510/1700, 34=-928/1186 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=26ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:26 2014 PagE W ID:pb?pAvBo94GXrsdDaZC7ilzCOV -87qu 1 IQGAoJEXs718F?g3ZMZB 8bHGNBBY67blyhMhE 12-1-5 6-0-14 4x4 = CSI. DEFL. in (loc) I/defl L/d TC 0.77 Vert(LL) 0.10 4-7 >999 360 BC 0.45 Vert(TL) -0.15 4-7 >972 240 WB 0.08 Horc(TL) 0.03 3 n/a n/a (Matrix-M) 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 1 and 319 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/1'90 Weight: 39 lb FT = 0% Julius Lee, P.E.434869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 58113R L04G Roof Special Girder 1 1 A0400576 Job Reference o tional Al KUUt- I Kl1aSt6, t-UK I NtKUt, t-L :54V4b 6-1-0 3.00 12 3x8 = LOADING(psf) SPACING- 2-0-0 TCLL 30.0 j Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC201O/TP12007 LUMBER - TOP CHORD jl�,-4 SP No.2 BOT CHORD 2f SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood heathing directly applied or 2-2-3 oc purlins. BOT CHORD I Rigid ceiling dir ctly applied or 7-9-6 oc bracing. MiTek recomm nds that Stabilizers and required cross bracing a installed during truss erection, in Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:26 2014 Page ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-87qu 1 IQGAoJEXs718F?g3ZMYJW8cH9EBBY67bIyhMhc 11-3-15 5-2-15 4x4 = Dead Load Defl. =1/8 in 2 W1 3 B1 io 6• 11 4 3x6 11 6 es 44 i 11-3-15 5-2-15 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.82 Vert(LL) 0.14 4-6 >996 360 MT20 244/190 BC 0.45 Vert(TL) -0.25 4-6 >549 240 WB 0.53 HOrz(fL) 0.03 3 n/a n/a (Matrix-M) Weight: 46 lb FT = 0% REACTIONS. (I size) 1 = 122310-8-0 (min. 0-1-8) 3 = 1405/0-8-0 (min. 0-1-8) Max Horz 1 = 51(LC 8) Max Uplift 1 = 595(LC 4) 3 =-678(LC 5) Max Grav j 1 = 1223(LC 1) 3 = 1405(LC 1) FORCES. (lb) Max. Comp./Max I Ten. - All forces 250 (lb) or less except when shown. TOP CHORD j 1-2=-3724/1786,-3=-3740/1799 BOT CHORD 1 -1 0=1 699/3578 4-1 0=-1 699/3578, 4-11 =-1 699/3578,Ij 3-11=-1699/3578 WEBS 2-4=-637/1399 NOTES- 1) Unbalanced ro " live loads have been considered for this design. li 2) Wind: ASCE 7- 0; Vult=170mph (3-second gust) Vasd=132mph; T DL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. 11; Exp D; End., GCp 10.18; MWFRS (envelope); cantilever left and right expo led ; end vertical left exposed; Lumber DOL=1.60 plate g DOL=1.60 3) Plates checked or a plus or minus 0 degree rotation about its center. it 4) This truss has b en designed fora 10.0 psf bottom chord live load no concurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 1 and 678 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 860 lb down and 468 lb up at 5-8-8, and 522 lb down and 273 lb up at 7-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 1-7=-20 Concentrated Loads (lb) Vert: 10=-860(F) 11=-522(F) Julius Lee; P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0400577 58113R VM2 Valley 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Wed Sep 03 11:45:26 2014 Page I D:pb?pAvBo94GXrsdDaZC7ilzCOV W-87qu 1 IQGAoJEXs718F?g3ZMkNWFOH HYBBY67bIyhMhc 2--9 2-6-9 3.00 F12 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code FBC2010/fP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 71/2-5-9 (min. 0-1-8) 2 = 58/2-5-9 (min. 0-1-8) 3 = 13/2-5-9 (min. 0-1-8) Max Horz 1 = 25(LC 8) Max Uplift 1 = -32(LC 8) 2 = -45(LC 8) Max Grav 1 = 71(LC 1) 2 = 58(LC 1) 3 = 26(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 2x4 i CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.02 Vert(TL) n/a n/a 999 WB 0.00 Horz(fL) -0.00 2 n1a n/a (Matrix) Weight: 6 lb FT = 0% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 1 and 45 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E..#34869 1109 Coastal Bay Boynton Beach, FL 33435 i r f Job Truss Truss Type Qly Ply A0400578 58113R ! VM4 Valley 1 1 Job Reference o tional Al KUUF I FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 Mffek Industries, Inc. Wed Sep 03 11:45:27 2014 Fage ID:pb?pAvBo94GXrsdDaZC7ilzCOV W-WOHEeRux6R49?iEiyW3bnusJwaiOkoKQCrg7ByhMhc a-0-0 4-0-0 2x4 3.00 12 1.5x4 II 2 3 LOADING(psf)' SPACING- 2-0-0 CS1. DEFL. in (Ice) I/defl L/d PLATES GRIP TCLL 30.0' Plates Increase 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0lI Lumber Increase 1.25 BC 0.08 Vert(TL) n/a - n/a 999 BCLL O.OI ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0; Code FBC20101TP12007 (Matrix) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 4 SIP No.2 8) Warning: Additional permanent and stability bracing for BOT CHORD x4 SP No.2 truss system (not part of this component design) is WEBS 4 SP No.3 always required. BRACING - TOP CHORD Structural woo sheathing directly applied or 4-0-0 oc LOAD CASE(S) puriins, excep end verticals. Standard BOT CHORD Rigid ceiling di actly applied or 10-0-0 oc bracing. MiTek recom ends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 1 = 143/3-11-0 (min.0-1-8) 3 = 143/3-11-0 (min.0-1-8) Max Horz 1 = 50(LC 8) Max Uplift 1 = -65(LC 8) 3 , _ -77(LC 8) Max Grav 1 = 143(LC 1) 3 = j 143(LC 1) FORCES. (Ib) Max. Comp./M Ix. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE, -10; Vult=170mph (3-second gust) Vasd=132mph;, CDL=5.0psf; BCDL=5.Opsf; h=26ft; Cat. II; Exp D; Encl., pi=0.18; MWFRS (envelope) and C-C Exterior(2) zon ; cantilever left and right exposed ; end vertical left ex p sed;C-C for members and forces & MWFRS for re ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates chec d for a plus or minus 0 degree rotation about its cente 3) Gable requir's continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load Ionconcurrent with any other live loads. 5) - This truss t ps been designed for a live load of 20.0psf on the bottom c,� ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide v III fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate a t 3able of withstanding 65 lb uplift at joint 1 and 77 lb uplift t joint 3. 7) "Semi -rigid p chbreaks with fixed heels" Member end fixity model wa used in the analysis and design of this Julius Lee, P.E. #34869 1109 Coastal Bay Boynton. Beach, FL 33435 M -1 ROOF - M TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing..design, connection, material, and labor by others.. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) if provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor:) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 1010 Office 772-409-1015 Fax www.AItruss.com Name: ,611 h6. U-S 1= Address - STRUCTURAL PO CONNECTORS' Customer., A MOW CompaKy' Contact Number Hangers A j,- ''u"n �u1591 up• n 5 dc 16owupurt. ivow� NO a e TI JUS24 188:4 655 750 820 510 4- 10d (Header) FL82L39, 2 - 10d (Joist) 0510.0.t RR 25779 LUS24 670 765 925 490 4 -10d (Header) 12 - lod (Joist) T2 JUS26 Iasi, 850 975 1060 1115 4- 10d (Header) F1.821.42, 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 665 990 1070 1165 4 - 10d (Header) I I 1 4 -10d (Joist) T3 MSH422 1831, 22 - 10d (Face - Face Max Nailing) F1.822.36, 6 -10d (Face - Top Max Nailing) 00- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6- 10d (Joist -Top Max Nailing) RR 25836, 4-10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 6 - 16d (Carried Member- Face Mount) 6- 10d (Carried Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (rap - rap Flange) THA1422 1835 1835 1835 2-10dxl-112or2-lodxl-112(Corned Member) 20 -10d or 2 -10d (Face) 4 -10d (rap) US P StrucLu ral Connectors T4 TH D26 1781, 2485 2855 3060 2170 FL13285.35 , 06- 092Lo5, RR 25843 T5 TH D26-2 178:4 2540 2920 3175 2285 FL13285.35 06- 0921.05, RR 25843, 13116-R HrU26-2 2940 3340 3600 11/S T6 THD28 1781. 3865 3965 3965 2330 ` FL13285.3 5 , 06- . . ` 0921.05, RR 25843 HN28 3020 4340 4680 2140 T7 THD28-2 1781, 3950 4540 4935 2595 FL13285.35 06- 0921.05, RR 25843, .13116-R 12 -10d x 1--1/2 (Joist) 11- Iod x 1-112 (Carried Member) 20 -10d x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member- Max Nailing) - 18 - 16d (Face) 12-10d (Joist) 14 -16d (Face) 6-16d (Joist) 20 -10d (Carried Member - Max Nailing) 20 -16d (Carrying Member- Max Nailing) 28 -16d (Face) 16 - I.Od x 1.-1/2 (Joist) 26 -10d x 1-112 (Carried Member - Max Nailing) 26 -16d (CarryiR,q Member- Max Nallinq) 28 -16d (Face) 16 -10d (Joist) HHUS28-2 4210 14770 5140 2000 - 22 -16d (Face) 8 -16d (Joist) HrU28-2 3820 4340 4680 3485 - - 26 - Iod (Carried Member - Max Nailing) 26.16d (Canying Member- Max Nailing) T8 THD46 1781. 2540 2920 3175 2285 - - 18 - 16d (Face) FL13285.35 12 - 10d (Joist) , 06- RR 25843, 13116-R USP Structural Connectors 1 NHU546 2790 3410 - 14 - I6d (Face) 13160 11550 ' G- Ibd (!Dirt) T9 THD48 1781. 3950 4540 4935 2595 28 - 16d (Face) FL13285.35 16 - 10d (Joist) , 06- 092L05, RR 25843, 13116-R HHUS48 4210 4770 5140 2000 - - - 22 - I6d (Face) 8 -16d (Joht) T10 TH DH26-2 1881, 3915 4505 4795 2235 - 20 - I6d (Face) FL821.75, 8.. 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - 20 - I6d (Face) 8 - I6d (Joist) T11 TNDH26-3 1881, 3915 4505 4795 2295 20 -16d (Face) FL821.75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - 20 -16d (Face) 8 -16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 - 36 - 16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 188:4 6770 7785 8025 2665 - - - 36- 16d (Face) FL821.77, 12 - 16d (Joist) 06- 092L 05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 .16d (Face) 12 - I6d (Joist) USP Structural Connectors Im 7 P Name: Address: S1�f tUCiURAL CustomerC �,iVNECTORS' A ifeWCompanyr Contact: Number. Fastener C mparison Table �` - - - - _ - _,yL-�`r'_- _ - _.-. 7'!`_ _ :t=+C1iy��Fis� .•"��%�:�=i-- :•t:...^�'+'vcv3:�c=%=• -_� _ :�`.cc-'x__y+. _-_='4__`--•.�^jS - '��i� .. C_^.•+_.�d'_'^iv $?*.•":..v^1.C��•iae���.w'^.�%_•-+.?ci1f-ivr'4 -...-� .4i•.•v,"-..y,:�'_�>b�i3��.._.. . yY' �?%f=—C A _ :G- - 3a�=.'.- a >,Cannecfar-.5ched-uFev-C- �•� __.�.._._. yeia��.h:e`L-: �•�."v:.'e.]Ge�r'Aii^� - �,� _ - ._ �� . ' Y�•' -���_ _ .zo-_,..�=tea_..—c-�.:,c�_ `•.._-- •n;�_" ...-r '�:i�_.- - :i' ;� - "''a•:x`:-'3_ ' __ :.:.%'.�iv','-�-'�C ti=Wit'"`.-'� �.:=su . =--: max'-,_-•_��=a_2=.G.-_-"-."='�„•..: - __ �;�een?n - I Ti JUS24 4 - 10d (Header) LUS24 4 - 10d (Header) 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 -16d (Face) HGU526-2 20 -16d (Face) 8 -16d (Joist) 8- I6d (Joist) - T11 THDH26-3 20 -16d (Face) HGUS26-3 20-16d (FLce) 8 -16d (Joist) 8-16d (Jois) - T12 THDH28-2 36-16d(Face) HGUS282 36-26d(Face) 10 -16d [Joist) 12-16d (Joist) - T13 THDH28-3 36 -16d (Face) UGUE28--3 36-16d (Face) 12 -16d (Joist) 12 -16d (Joist) - T2 JUS26 4-10d (Header) LUS26 4- I0d (Header) 4 -10d (Joist) 4- 10d (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6- I6d (Carried Member - Face Mount) 6 -10d (Face - Top Max Nailing) 6-10d (Carried Member - Top Flange) I 6 -10d (Joist - Face Max Nailing) 22 -16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d (Top -Top Max Nailing) 4-16d (fop - Top Range) - T4 THD26 18-16d (Face) ) HTU26 1I - IOd x 1-112 (Carried Membe) 12 -1od x 1-1/2 Quist) 20 -10d x 1-112 (Carried Member - Max Nailing) 20 - I6d (Carryaag Member) 20 - I6d (Carrying Member - Max Nailing) - TS THD26-2 18 -16d (Face) HHUS26-2 1.4 - I6d (Face) 12 -10d (Joist) 6 -16d (Joist) T6 THD28 28 -16d (Face) HTU28 26- I0d x 1-I12 (Carried Member - 16 -10d x 1-1/2 (Joist) Max Nailing) 26 -16d (Carrying Member - Max Nailing) 77 TH028-2 28 -16d (Face) HHUS28-2 22 -16d (Face) 16-10d (Joist) 8- I6d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 -10d (Joist) 6 -16d (Joist) - TS THD48 28 -I6d (Face) HHUS48 22- I6d (Face) 16 -10d (Joist) 8 - I6d (Joist) A PAddress: STRUCTURAL Customer: CONNECTORS' A MW9k7Company Contact Number: ,~C rM JUS24 (Qty.1) THDH26-2• (Qty.- 1) THDH26-3 (Qty.1) THDH28-2 (Qt}r.1) THDH28-3 (Qty.-1) JUS26 MY 1) Left' Q o� = Iflange -!Z' A M � vSi...... 9 /"W •_ f ._:--=' I' ��f " �'Y \gyp Right s3r,e-� tv flange MSH422 (Qty,• 1) THD26 (Qty.- 1) THD26-2 (Qty.1) a Left3 Left Yy4�.'.. flange ���'\ might D Right flange flange THD28 (Qty.1) THD28-2 (Qty. 1) THD46 (Qty_ 1) USP Structural Connectors j Name: Address: StkUCTURAL Customer: cdNNECTORS` A MITercompany Corrtact Number: 3" ME Right flange THD40 (Qtyl 1) USP Structural Connectors 0 1 Twss TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD 170 MPH EXC H=25r MAX A 23 to 2. 72 MLw 3t:4 Ata12 'c MUD T7 WA1tl� tt aA mm: Tl t+dtl1206d tae t 74 a ° PtaiLEI) 3z&—_ 11,11 Blu 1s 7 HAILED 75xL n MAR -CM t 216d --- toe naiL , Scale- 12 NAL�o N:.ILl� /1133 N 0 n I r•—i Is NIMUM 3"= NAILM 24 strap 8-1 tldr 1 S• e?ch Pnd LOADING (pst) SPACING 2-" CSt DEFL in Qoc) Well Ud PLATES GRIP TCLL. 30.0 Plates Increase 125 TC 0.71 Vert(ILL) -0.03 6-7 >999 350 Mm 2_11A 90 TCOL 15.0 Lumber Increase 1 2S BC 049 Ved( L) -0.09 6-7 >999 240 BCL1. 0.0 • Rep Stness Inc NO WB 0.50 Hoe(TL) 0.01 S rift nia BCDL 10.0 Cock FRG2010rTP12007 (Matrix M) Welght:441b Fi - DY LIJUBER BRACING TOP CHORD 2x4 SYP M 39 TOP CHORD Structural resod sheaUng directly applied or 6-0.0 or purlins. BOT CHORD 2(4 SP No.2 BOT CHORD Stru^..tutal vmod sheathing directly applied or B-94 oc bracing. VdEBS 2x4 SP No.3 MTTeltreca mnends that Stabilizers and required cross bracing be installed during truss erection, in accordance t.tth StabiBzer Installation auide. REACTIONS Qbrsize) 4-1 M'r&chanlcal, 2-608/0-10-i 5 (min. 0-1-B), 6-352jMec;banical Max Horz 2-508(LC 4) Max Upbit4_156(LC 4), 2--SBP-(LC 4), 6n-159(LC 8) Max Gr v4=219(LC 2). 2-734(LC 4 6-412(LC 2) FORCES Qb) - Max. CompjMax: Ten. -All forces 250 (lb) or less except when shove. TOP CHORD 2-11----33i645, 11-12--856r$07, 3-12--BW303 BOT CHORD 214--681/848, 14-15--439iB=8, 7-16-4391846, 7-16--4391848, 6.16--43M4S WEBS 3-6-9164175 NOTES 1) Wlttd: ASGE 7-10;170tnph (3-second gust) Vasd-132rrph; TCOL-5.0?st; BCOL-5.0pst; h-25n; Cm. 0; Exp C; Encl., GCpl.0.18; MWFP.S (envelope); can never left ar:d right expased ; Lumber DOL-1.33 plate grip DOL-1.33 2) This toss is not designed to support a celling and is not Intended for use vAtere aesthetics are a consideration. 3) Plates checked for a plus or news 0 degree rotation about its center. 4) this truss has been designed fora 10.0 pst bottom chord Eve load nonconcurrent with any other live loads 5)' This truss has been designed for a five load of 20-0ps( on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0.0 wide v l fit behveen the bottom chord and any other members. ,,11111111r�r�7 DVS . S. " N 34869 " STATE OF rlrlttt►►� 110 9 CO_ASTAL BAY BOYNTON BC,FL 33435 10/20112 .TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS 12 412tlP1TCH�� TRUSS 24" o.c, UPLIFT CONNECTION SEE ROOF TRUSS EXTERIOR FLAT GIRDER 4 12d MAX 30" (21 -- 5" ) qj 2x6 #2 SP BOTH FACES 24" O.C. � SIMPSON H5 : STATE OF �•��� 1109 COASTAL BAY BOYNTON EC,FL 33435 10/29/22 v �.a F T> 3 IFEBRUARY 14, 2012 I CONSTANDARD PIGGYBACK TRUSS NECTION DETA L (PERPENDICULAR) � ST PIGGY-PERP.I O � LV—U in NLTek Industries, Inc. DETAIL IS NOT APPLICABLE FORTRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. PIGGY43ACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss Wormation. N EAR SIDE W1 ek IndUS1AeG.Chestwf18W, MO Page 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-1012.5 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 14o LBS rd1AXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYSACKTRUSS TO BASE TRUSS WITH (2) -1.6d (0.131" X3-5'1 NAILS TOENAILED. FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss irrformation. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WTTHTHE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT `0liltIff(1//'` S. * ' N 34869 ' _-u Lt1 STATEOF �i •.!cCOR1DP;. � 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 f C p it 14, 2012 1 Standard Gable End Detail SHEET 2 ' 1 MI i ek METHOD RAILING! -FOR ITEM -FOR GABLE 11 FEB =0 ,1 MITek Industries, Cha-AasfmK MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses (— 24" o.c. o� HOP.IZIONTAL BRACE 2r5 DIAGONAL BRACE SPACED 48- O.C. (SEE SECTION A A) ATTACHED TO VERTICAL WITH (4) -16d ftnes,Inc. Roof Sheathing-� i TOBLOCMMON WGWrIlIRE LSANDACOMMI) 70 BLOCKING W►TH (5} - t0d COMMONS. V-3- Max. ISIB[UTYOFTHEBLDG DESIGNEROR EF,GMANDARCHTECT70DEEo THE NAIL DIAGONALBRACETO GMAND US ATTACHMENTTOTHE URLINI~JTTHTW015dNAILS ISTALL OUT OF PLANE LOADS THAT M THE BRACING OFTHE GABLE ENDS ` 2X:PURL4Y FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURUN \ TO BLOCh1NG W1nAJD I5d NAILS (MIN) Diag. Brace \ ` al 113points PROVIDE 2a4BLOCKINGBETWEEN THE TBUSSES THES CE AND s ee - ifneeded ON EITHER SIDE AUPPORTING NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -1 Dd NAILS AT EACH END. r(51- ATTACH DIAGONAL BRACE TO BLOCKING WITH 10d COMMON WIRE NAILS. End CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES 4L GABLE TRUSSES MAYBE BRACED AS NOTED; AT i ACH A t,ATCHWG GABLE TRUSS TO THE INSIDE FACE OF THE STRUC iURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE AT7ACH2X SCABST07HE FACE OFEACH VERTICAL MUMER OWTHE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE SCABS ARETO BE OFTHE SAME SIZE GRADE AND SPECIES AS THE TRUSSVER1IGALS HEDULE. IND SPEEDS 120 MPH (ASCE7-98, 02, 05).150 MPH (ASCE7-10) OR UPS, NAILALL RS WITH ONE ROW OF 10d (131' X 3•) NAILS SPACED 6- O.C. IND SPEEDS GREATER 12D IVPH (ASCE 7.98, 02, M.150 MPH (ASCE 7.14) NAIL ALL AS WITH TWO ROWS OF 10d (131- X 31 NAILS SPACED 6- O.C. (2X 4 STUDS WNIMUM) N1450MUM STUD LENGTHS ARE LISTED C ALL BRACING METHODS SHOWN ON PAI - I VAUD AND ARETO BE FASTENED TFTHE SCABS OR 5--��VVERTICALSTUDS OFTHESTANDARD GABLETRUSS ON THE WWRIOR SIDE OFTHE STRUCTURE AN ADEQUATE DIAPHRAGM OR OTHER METHO FW CIF444NGa MUST BE PRESENTTO PROVIDE I wom CHORD TO ESISTALLOUTOFPLAANE�C)AV�E"IINd"' OWN IN THIS DETAIL IS FORTHE VERTICAWti f \ • iCFNS ��j ' N 34. •• NOTE :THIS DEfAIt IS 1U BE USED ONLY FOR _ = 869 STRUCTURAL GABLES WITH INLAYED ` STUDS.TRUSSESWITHOUTINAYED ! "�-�7 SIUDSARENOTADDRESSEDHERE I 7:: to �` - LL)z r O STATE: OF �� STANDARD / ��LORICIP.= • Ci �\ GABLETRUSS r �'�iS'�ON ... .` 1 J�IIII11[1I1,, 1109 COASTAL BAY BOYNTON BC,FL 3343E INLAYED STUD 14.2012 _T TRUSSED VALLEY SET DETAIL 5T VALLEY SYP ® Mi ek Industries, Chester5gd. M0 rage i Di 7 Mi i ek In4jw1)es. Inc. TYPICAL GABLE END. CONNIGN TRUSS OR GIRDER TRUSS P 1H GENERAL SPECIFICATIONS I. NAIL SIZE= 3.61 X D.131" =16d 2. INSTALL VALLEY TRUSSES (24" O.G MAXIMUPA) AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS: 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. S. NAILING DONE PER NDS - Ot 6- VALLEY STUD SPACING NOT TO EXCEED 4B" O.C. 7. ALL LUMBER SPECIES TO BE SYP. BASETRUSSES VALLEY TRUSS TYPICAL GABLE END. COMMON TRUSS OR GIRDER TRUSS v , ! a I FEBRUARY 14, 2012 I TRUSS STANDARD ONNECTION DETAIL I ST;PIGGY PLATE I l LE1 O r_ � UOM a MI i ek Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under an enclosure and exposure conditions as long as no upftit exceeds 377 lbs. Refer to actual piggyback truss design drawing for up III. NOTE: This Detail is valid for one ply trusses spaced 24- o.c. or less. PIGGYBACKTRUSS deter to actual truss design drawing for additional piggyback truss information. I SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C.y A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOIN. MTek Industries, Chesterr id, MD Page 1 of 1 Attach piggyback truss to the base truss with 3"xW TEE -LOCK Mul i-Use connection plates spaced 48' o.c. Plates shall be pressed into the piggyback truss at 48" o.c staggered from each face and nailed to the base truss with four (4)- 6d (1 _Tx0.099-) nails in each plate to achieve a maximum upliiti capacity of 377 lbs. at each 3"xB' TEE -LOCK Multi -Use connection plate. (Minimum of 2 plates) '.4 t. d Attach each purlin to the top chord of the base truss. (Purlins and connection byr others) BASE TRUSS Refer to actual truss design drawing for additional base truss information. ,`�1tttlIIIrrr/!� US S•k '�. �icer�sF. CFfi� ` N 34869 = 3 Luz Q • STATE OF \?�� ''rrrrlrttl1`� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 I oCTOBER 1, 2006 1 LATERAL TOE -NAIL DETAIL ST TOENAIL SP �aQ Q � 00 O� M(Tek Industries, Inc. MTeklndustries.Chesterfieid.MO Page i ofi N1. TEO_�E-hIAiLS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT_ (NAIL MUST BE DRIVEN THROUGH AND E)QT AT THE BACKCORNER OF THE MEMBER END AS SHOWN. ? THE END DISTANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD_ 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEAOERS OF DIFFERENT SPECIES. AIL SINGLE SHEAR VALUES PER NDS 2001 (lbrnail) MDIAM_ SYP DF HF SPF'FS O .131 88.0 80.6 69.9 BSA 59.7 p 135 93.5 es 6 74.2 72.6 63A J fn _162 108 8 99.6 B6q 94 5 739 M .128 742 67.9 58.9 57B 503 z 0 131 75.9 M.5 603 59A 51.1 it1 .148 H74 743 64.8 1 633 1 525 cri VALUES SHOWN AF_-- cApACITY PER Tosmil- APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE- (3)- l6dNAILS (.162" dam. x 3.5") WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5lb Maximum Capadly THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW va%s SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW "-) NEAP. SIDE NENR SIDE SIDE VIEW 3ILS NEAR SIDE NEAR SIDE NEAR SICE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM \VARY FROM VARY FROM 30° TO 60° 30' TO 60' 30° TO 60° A4 nn° .1 a . * v MTek :R 1, 2006 ( UPLIFT TOE -NAIL DETAIL I ST-TOENAIL UPLIFT C70 R� MiTek Industries, Chesterfield, MO ' Pagel of 1 NOTES 1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THEME IBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE N1ErABER END AS SHOWN. F�n 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEWOOD- 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES hies, Ina OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIE W WII TOF NEAR SI E OF NEAR SIDE I VIEV+S SHOWN ARE FOR FAR. SIOI� I ILLUSTRA i ION PURPOSES ONLY TOE N,I IL WITHDRAWAL VALUES PER NDS 2001 (Ibfiail) DIAM. S(P DF HF SPF SPF S O .131 ;j I 59.5 46.7 31.5 29.0 20.3 O .135 69.3 47.5 I 32.6 30.7 2D9 ;n 162 72.3 57.0 39.1 1 3ru 25.1 z�28' 419 28.7 Z7.0 1BA 420 1 29.3 27.1 18.8 N 14B 61A 483 1 332 31.3 213 120 45.9 36.7 7qR 23.4 159 O 128 49.0 38.6 1 26.5 25.0 17.0 o .131 I 50.1 33.5 1 27.1 25.6 17,4 c9 .143 I 56.6 1 44.6 30.0' 26,9 19.6 VALUES SHO AFi=CAPApiYPER TOE -NAIL. AFPUCABLE D RATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAI (.162" diam. x 3.5") V'VITH SPF SPECIES TOP PLATE ForWnd DOLT f 1.33: 3 (nails)X36. �(lbinail)X 1.33 (DOL for wind) = 146.8lb Maximum Allowable UpfiltReaction Due To Wind For \Aind DOL bbf 1.60: 3 (nails) X 36. II(Ibinal)X 1.60 (DOL for wind) = 175.6115 Maximum Allowable Upfift Reaction Due To Wind If the uplift re on specified on the Truss Design Dravring is mo than 146.8 lbs (175.6lbs) another mechanical upli , connection mustbe used. USE (3) TOENAILS ON 2x4 BEAFdNG WALL USE (4) TOENAILS ON 24 BEARING WALL END VIEW 10/19/12 ItlllrrrTl s S-k '// • N 348693 "Luz " 1 O • _ STATE OF /7rll 1109 COASTAL BAY BOYNTON BC,FL 33435