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HomeMy WebLinkAboutTRUSS-ENGINEERINGSOUTHER SCANNEE TRUSS COMPANIES L�CieC�lt' Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 311 3eneral Truss Engineering Criteria & Building Code and Chapter: FBC2020/TPI2014 45.0 psf ROOF TOTAL LOAD Wind 170 mph from. No. Date Truss ID# 1 02/24/23 Al 2 02/24/23 A2 3 02/24/23 A3 4 02/24/23 A4 5 02/24/23 A5 6 02/24/23 A6 7 02/24/23 A7 8 02/24/23 A8 9 02/24/23 A9 10 02/24/23 81 11 02/24/23 B2 12 02/24/23 E13 13 02/24/23 64 14 02/24/23 B5 15 02/24/23 136 16 02/24/23 C1 17 02/24/23 C2 18 02/24/23 C3 19 02/24/23 C4 20 02/24/23 C5 21 02/24/23 C6 22 02/24/23 C7 23 02/24/23 C8 24 02/24/23 C9 25 02/24/23 CC1 015 / IUJCVL lift U17ltCtuvt1. Job Number: 14696 Customer: tt,Olga Ridia Name: Residence Address: 4618 Seminole Rd City, ST, ZIP: ,Fort Pierce, FL 34951 ign Loads Computer Program Used: MiTek Version: 8.52 Feb Gravity: N/A' Building Authority: This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sea ing each individual sheet. An Index sheet of the truss designs is attached which is iun ibered and with the indentification and date of each drawing. Bri n M. Bleakly State of Florida Professional Engineer, License No. 76051 This item has been electronically signed and sealed by Brian M. Bleakly, PE On 02/27/23 using SHA authentication code. To the best of the engineer's knowledge, the plan complies with the minimum ap licable building codes. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 I . N . I Date Truss ID# 6 02/24/23 CC2 7 02/24/23 D1 R�i0 �8 02/24/23 D2 9 02/24/23 D3 02/24/23 D4 31 02/24/23 D5 132 02/24/23 D6 133 02/24/23 E1 134 02/24/23 E2 35 02/24/23 E3 36 02/24/23 E4 37 02/24/23 E5 138 02/24/23 E6 39 02/24/23 E7 40 02/24/23 F1 141 1 02/24/23 F2 42 1 02/24/23 G1 143 1 02/24/23 G1A 44 1 02/24/23 G2 145 02/24/23 G2A 46 02/24/23 G3 147 02/24/23 G3A 48 02/24/23 HJ4 49 02/24/23 HJ5 50 02/24/23 HJ7 No. Date Truss ID# 51 02/24/23 HJ7C 52 02/24/23 J1 53 02/24/23 J3 54 02/24/23 J4 55 02/24/23 J4S 56 02/24/23 J5 57 02/24/23 J5G 58 02/24/23 J5s 59 02/24/23 J7 60 02/24/23 RC 61 02/24/23 RS 62 02/24/23 J24 - 63 02/24/23 K1 64 02/24/23 K2 65 02/24/23 K3 66 02/24/23 K4 67 02/24/23 K5 68 02/24/23 K6 69 02/24/23 N1 70 02/24/23 N2 71 02/24/23 N3 72 02/24/23 N4 73 02/24/23 PB1 74 02/24/23 VM3 Page 1 of 1 TYPICAL DETAIL_ @ CORNER. - HIP NOTE: NDS=National Design Specifiction ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (DA I-Factor=1.00) OUP TO 265 a 2-i6d NAILS REQ'D. nds toe nails only have 0.133 of ® UP TO 394-f - 3-16d NAILS REQ'D. *lateral Resistance Value. n rn n n n r 12 S® 40 S® J1 A OVER I O �0 u n I m 0 0 0 A o® J5 ' use 2-16d O 7-0-0 `� toe nail \TC & BC. FLIP GIRDER H7 {HIP GIRDER) A A 12 1.5 & Ty ical jack 45' r- use 3-16d ` a chment toe non ® Tc 0 ?YPICAL CORNER LAYOUT k -1.6d P-Sc-, JI 9-9-5 �\ � Ss, ,► CORNER .TACK GIRDER `r ' Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC --' - - - - - - 2-16d nails - - - - - BC ------- 2-16d nails ---- J5 TO HIP JACK GIRDER TC - - - - - - --' 2-16d nails - - - - - BC ------ 2-16d nails --- J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16d nails ---- -- HIP JACK GIRDER (CJ7) TO HIP GIRDER I TC - - - - - -- 3-16dnails ----- 8C - - - - _ - - 2-16d Waits - - - - - MINIMUM GRADE OF LUMBER LOADING L FBC2017 (1PSF1 a stir. INCR.' oox T.C. 2x4 SYP 2 TOP 20 &C. 2x4 SYP 2 WEBS 2x4 SYP No 3 80Ttt►M OD 10 SPACING W O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, Fort P(800)2 2 Ot2 509 � ( ) 495 COMPANIES464-i 4160 hIJp//aww.&outhwntr a m Fox:(772)315-0016 Brun M. Bleakly Struct Eng ##76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @CORNER -HIP NOTE: NDS=National Design Specific' for Wood Construction. 132.5# per Nail (D.O.LF(3ctor--1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 AR F_ _ no HIP GIRDER 12 1 Ste& w 7-0-14 CORNER JACK GIRDER J1-J3 TO HIP JACK GIRDER J5 TO HIP JACK GIRDER HIP JACK GIRDER (CJ5) TO HIP 'A SOUTHERN TRUSS COMPANIES W;q//w".vouthwntrU eom Brian M. Bleakly Struct Eng #761 ALLOWABLE REACTION PER JOINT Q UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. use 2-16d N5 toe nail a TC & BC. 0 lent 45• - - -^- �\ use 3-15d 'toe nail TYPICAL CORNER LAYOUT &�2-16d I Typical Hip -jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK TC ---- - ----- 2-16dnails - - - -- BC - - - - - -- 2-16d nails - - - - - TC - - - - - -- 2-16dnails - - - -- BC ------ - 2-16dnails - - - -- TC - - - - - -- 3---16dnails - - - - BC - - - - - -- 2-16dnails - - --- TC - - - - - -- I 3-16dnails ---- ER 8C- -- - - -- 2-16dnails ---- MINIMUM GRADE OF LUMBER LOADING (PSG STR. INCR» 25% FBC2017 T.C. 2x4 SYP 2 L D B.C. - 20 SYP 2 TOP. 20 WEBS 2x4 SYP No.3 BOTrom 00 10 SPACING 2e O.C. 1 Fort Pierce Division 2590 N. Kings Higghway, Fort Pierce, FL 34951 (800)2F3ax:(772)2-0509 33 8720Q684-4160 2590 N. Kings Highway, Ft Pierce. FL 34951 772-464-4150 r � MAY 7, 2019 0= O 00 MiTek USA, Inc. ENGINEERED�° B m ED A MIT& Afflllate SIDE VIEW NEAR SIDE FAR SIDE UI1'LIFT TOE -NAIL DETAIL THIS DETAIL OHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORGES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NEAR SIDE Mil -TOENAIL -UPLIFT MiTek USA, Inc. Page 1 of 1 END VIEW 0.00' TOP PLATE OF WALL 1" FOR 3" NAIL 1-1/16" FOR 3.25" NAIL L 1-3/16" FOR 3.5" NAIL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER DIAM. SP DF HF �ry .131 59 46 32 p .135 60 48 33 J in .162 72 58 39 J CM Z .128 54 42 28 w JO .131 55 43 29 J N J .148 62 48 34 Z M Z .120 46 36 25 O .128 49 38 26 J o .131 51 39 27 M 148 57 44 31 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES T For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs (177 Ibs) Building Designer is responsible to specifiy a different connection. "' USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL DS 2018 (lb/nail) SPF SPF-S 30 20 30 20 37 25 27 19 28 19 31 21 24 16 25 17 26 17 28 20 'PLIED. PLATE NOTES: 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 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 BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. Allowable Uplift Reaction Due To Wind Allowable Uplift Reaction Due To Wind MAY 7, 2019 1 LATERAL TOE -NAIL DETAIL I MII-TOENAIL_SP I _I a MiTek USA, Inc. ENGINEERED BY A MITek Atllllate MiTek USA, Inc. Page 1 of 1 NOTES: 1.7 OE -NAILS SH LL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAV FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE B CK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DIST NCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID NUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE IALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 Er, .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW r5 (2x3) 2 NAILS 0 .128 74.2 67.9 58.9 57.6 50.3 Z NEAR SIDE 0 131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE ai VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE A PLIED. EXAMPLE: SIDE VIEW SIDE VIEW (2x4) 4 NA (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BO OM CHORD 3 NAILS 4 NAILS For load duration increase of 1.15: NEAR SIDE NEAR SIDE 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maxia um Capacity NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30 ° TO 600 30°TO 60° 30°TO 601 45.001 45.000 45.00 ° Hangers Face Mount Hanger MiTeW _ ,, - . •,, � JtiistShe' - . :{_' :;''_ ••. 'IISP.':+, Stock#va' \.'i;_i;T.': - ;�•:' ��;i:-p' ,'Steel: itkifa. , •- 8au " ;:per ..fin,_ „ . Fastener Scfiedule''� DF/SP Allowable Loads (Lbsj° �'= do ` de � ; Ref: ' ,.. t4Qp1 iaic deader. Joist . - '•,._ ::•�, YV� � ;. H :.::. �: -:,; •'0 °' :y, , ', •A: ' , - '•° ... 31071 1 :••;. ^Nail 'Floor • Roof �� �: 100% 1t5% t2590 16a% JL24 LU24 20 1-9/16 3 1 75/16 — 4 lad 2 lad x 1-1/2 -:47D 540 580 j 320 5 F15, F2 4 16d { 2 10d x 1-12 560 640 695.. 320 . JL24IF-TZ — 18 1-9/I6 3-1/8 1 — _ 4 1DdHDG 2 1adx1-1/2HOG 465 535 -580 •26a ` 31,R1, j F32 4 led HOG 2 1adx1-1/2HOG 650 615 :615 280• 2x4 JUS24 WS24 18 1-M6 3-1/8 1 1 — 4 lad 2 lad 675 775 935 530 SUH24 U24 16 1-9/16 3-1/4 1�374 1-3/16 _ 4 lad 2 10dxl-1/2 -Sao .b60 -605' 380 5, 4 led 2 1 lad x1-1/2 •590 665. 720 380 HD26 HU26 14 1-9/16 3-1/2 -1-1/8 No 4 16d 2 lodxl-1/2 615 '.695 '745 '.365 R5, F2 Max 4 •615 b95. 745 595 .;lL2fi) 1 i126 ' ' :.. •• '.2Q :]�M6' _._ ' � 3/4: i ! _= ybllfi? _• ' 6.. •. '4atl . 4 , �: JOd:x 9�i11 •' 7i-0 605 ' 870 650 6 ' ': led ',' iDW-172 ' 84D 960 -1045 . 65a• . JL261FetZ `'f LUC26Z' 16 :.7-97 - .24 6 . AOd HDG •.'4• ' 41OW-9;r2.HD6 695 BO0 870 :730' • 31, R1, .6'- 1.6'dNDG ' 4 :: 10d7ct-372HDG 830 950 1035 7F32 1iJ82 78 '�9 6 4-'13/f6 ]::: -� 4 ; ' :'. tOd , . .4 ' ' ... "(Od", B70 1000i M. 1175 5. R5, F2 y.:r'v' :v .311U526u? Alll1S28. 1$.'. P.06 ' S-11f6' ,"2 � 1'.' ' ..: =':e: '$ a ,:, yDd .. '.:6 , :. ,' .lild. .9 1285 1475 14051 ' 865' 31, R1, F$2 .2�iS' :, :: . r:. ,:,• u ...,,.:: '.itW26::.+.L.j. ., • r+ ;` •,'�l6 :.. ::„ 1.9(.j61 .r.- : .;.5-y/& ' ' •S�.'•, I: -, 9,r•,y6 'I11d. '4; 70dx f-172' . 960 840 f :11A 735 8 ; :18d '-A. a -304atfir1d2 880 1I100 1080 755 1ii1S28' ' '' 31U52fi 18-= 1'= 8 5•7/16 .. "2r 4. 16d. '..6 . ' "1.6d . " 2760 3140 3345 1925 ^' HD26;_' J-9/); :3-112 -172 :;...• '1;a1J8 d':,,, 61(n .: • 4 ,• "J6f 3 10dx14M ... -615 695 745- 365: '. 5, R5, Nax• ::4 616 w s .745 595 71D28 ` ' ""; HU28'•.. ; ; 34 .. 1 fi. 5-1/4, ."=11P �'.. • ' 7-ALB . 115n: ' ti " 7&1 4•, 6 : 10d x 1=112 "• 123D 1390j 1490 780 F2 . MaX : 1230 1390:1 1490 825 JL26 LU26 20 1-9M6 4-3/4 -1/2 15M6 - 6 lad j 4 lad x1-1/2 714) 805 870 65D•, 6 led 4 ( 10d x 1-12 84i) 96a't 1045 650' ' JL261F-TZ LUC26Z 18 1,9116 4-1/2 -1/2 — _ 6 lad HOG 4 1Ddx1-1/ZHDG 695 800. 870 730 31, RI, F32 6 led HOG 4 10d x l-12 HDG '•�830 , 950 ! i035 • 73a JL28 W28 20 1-9116 6-3/8 -1/2 15/16 -- 10 lad 6 10d x 1-12 y98D 3295: 1295- •855 5, R5, F2 10 led 6 lad x 1-12 1400 '1600 ' 1740 S 855 . JL281F-TZ — 18 1-9/f 6 6-18 1-12 — _ 8 1 Od HDG 4 10d x 1-1/2 HOG 930 1065: 1160 730.' 31, R1, F32 B 16d HOG 4 10d x 1-1/2 HDG 1905 .1213 3215' ' 73a JUS26 LUS26 18 1-9/1e 413 We l-3/4 1 4 lad 1 4 10d 870 10DD 1080 1115 5.R5,F2 JUS28 LUS28 18 1-9/I6 6-5/6 1-3/4 1 — 6 lad 4 lad 1416..1270 t375j ills MUS26 MUS26 18 1-9/16 5-1/16 2 1 — 6 lad 6 10d 1285 1475116D5 865 31,Rl, 2x6 MUS28 MLIS28 18 1-9116 7-1116 2 1 — 8 tad F 8 lad 17.10 1970 -2140 1230 - F32 SUH26 U26 16 1-9/76 5-1/8 2 1.3/16 _ 6 tad 4 10d xl-1/2 3SO i M. 910, 755 " 6 led 4 10dx 1-1/2 880 11000 1080 '.765 SUH28 — 16 1-9/t6 6-5/8 1 2 13116 — 8 lad 6 10dxl-12 100D 1120 121 0 800 5 8 led 6 106x1-1/2 1175. 1335 1440 800 ` HUS26 HUS26 16 1-5/8 5 7/16 3 2 - 14 16d 6 16d 2760 3140. 3345 1925 W28 HUS28 16 1-5/8 7-3116 3 2 — 22 led a led 4170 4345 '4345 2570 F2 tDY18 H028 14 1-9/16 51/4 2-1/2 1-1/8 Min8 16d 4 10dx1 12 1238 1390 1490 .' 78D . Max 6 1230 1390 14M X4 H0210 HU210 ' 14 1-9/16 7.3/16 I2-1/2 1-1/8 Min 10 led 4 10dx1-12 i540 1 ZS.. 1865 780 Max 14 6 2 261D rW 1) Uplift loads have been increased 60% for vdnd or seismic loads 2)16d sinkers (0.148 din. x 3-1/4" long) maybe used at 0.84 aft 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 301' 4) NAII& 1adx1-1/2" nab are 0.148" dia. x 14/2' long, lad n2 New products or updated product Information are designated In bl Corrosion Finish ■Stainless Steel iSGotd Coat ®HDG further Increase shall be permitted. able load where led commons are specified. lids does not applyto JUS, HUS, MUS slant nall hangers. 15 angle through the joist or truss irk the header to achieve the table loads. are 0148" dUL x 3" long, led waits are 0.162" dta, x 3-112" long. feet. [Triple Zinc 112 - I . Continued on next page >I Hangers Face Mount Hanger MiTOW Joist Size _ UP :..; •:._ Stock No :. - _ ` = tief;Ho. . Steel: Gau e. }' ' . " Dimensions4in Fastcrier cttedufe OFISP AlfuvrableLoads = , ' c6de Ref. Minl llkax ' .Header • '••Jurst W ' _ °' : ' H 0 A • Nall _ Nall Hour, 1007Q ' Roof 11596 12596 Upr'W 16096 JUS24-2 LUS24.2 18 34/8 3-7/16 2 1 -- 4 16d 2 16d 805 920 1 965 '- .325 SUH24-2 U24-2 16 SAM 34/8 2 14/8 - 6 10d 2 10d '750 840 910 3B0 6 16d 2 10d 660 100D. 1080 380 ' {2)2xb HD24-2 HU24-2 14 3-1/8 3-1/2 2-i/2 1-1/8 - 4 16d 2 10d -615 695 746 :385 HUS24-2 - 14 3-1/8 3-7A6 2 1 - 4 16d 2 16d 850 • 965 1040 . 495 HUS24-21F - 14 3-1/8 3-7/16 2 1 - 4 16d 2 16d • 650 965: 1040 495 ' JUS26.2 :' ': "''' � •. WS26-2 ' ': 18 ' `• 3-i18' • 5-114 •. . 2 ... '1 d.` ! :-� 6d �4 16d 1040 1185 1220 1355 3 :SUH26.2 ;':.''. - !..: '26-2 ' : ` .: ` 16' . • •3-1/8 as B �116 ; 21 : 1r118 JO :' 104 : -4 :10d : 1250: 1405 1515 755 10 966' •• 4 ; 10d' 1470i 1670 18D0 • 155 f1D24=2 - H1324-2: _; "' '' i4.. 3-1/B 31/2 : P<182 '1-UB ' - ' ': -4:--' .: l6d. 2r : y0d:- 615 .j 05 745 . 365 1iU526 2-' ` .. ' HUS26-2 %," - .14 . ' 3-1/8 5-1/4 2 d .. '- ' } A ' : 16d 4 - lad. 1085 • -1235' 1300 1155, (3) 2x 6 :. • iUS26 21F .. ' :• i tJUSC26=2 • ` " • 14 . 3-118 : 571/4' • 2 1: : -: -' 4 . 1-16d ' ,.4' 16d' 1085 *, 7 235 1300 ' 1155 ".'•. #1D26-'2-.:.;:,_;._I1U26 :. . . :z•:::`�4 3-y/8 5-.14 2=f�2 ]-4/8 Min Max • .8 12 : 16d . -4 :10d 1230 1850 i39o44490' 20B5 ] 2235 780 117011 '); =. 11D26-31F: `•1 :FlUC28=Z .' '':;14'', 3�18 b-i/4 , 2:-* - :Min . �: 8 :: 16'd :.4 ` '' •10d 1230 1390 1490 .780 T�iEax 12 • B 1850 2085 2235 .1170 JUS26-2 LUS26-2 18 3-1/8 5-1/4 2 1 - 4 16d 4 16d 1040 11B5. 1220 1355 AMB-2 LUS28.2 18 3-18 7-1/8 2 1 - 6 16d 1 4 16d 1325 .1510. 1645 1355 SUH26-2 U26.2 16 3-11B 5-1/16 2 1-118 - 10 10d 1 4 10d 1250 1405 1515:- 755 10 16d 4 10d 1470 1670. 1B00 • 755 SUH28-2 - 16 3-1/8 6-1/4 2 1-1181 - 12 10d 4 10d I ISOMI 1685 1815 •:755 12 16d 4 10d 1765: 1915' 1915 ' 755 HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 4 16d 4 16d 1085 :1235 1300' . 1155 HUS26.21F HUSC26-2 14 3-1/8 5-1/4 2 1 4 16d 4 15d 1085' ' 1285 1300 - 1155 HUS28-2 HUS28-2 14 3-1/8 748 2 1 - 6 16d 6 16d 1625 1850.1995 •1810 5, (2)2x8 HUS28-21F Hl1SC28-2 14 3-1/9 7-1/8 2 1 - 6 16d 6 16d 1625' 1850 1995 1810 R5, H026-2 HU26-2 14 3.118 5-1/4 2-1/2 1-1/8 Min Max 8 12 16d 4 10d 1230 1390 j 1490 788 F2 6 :1860 .200 2235• . 1170 HD26-21F HU026-2 14 3-18 5-1/4 2:1/2 - Wn 8 16d 4 10d 1230'1390. 1490 •780 Max 12 6 1850 2085 2235- ino HD28-2 HU28-2 14 3-iB 7-1/8 2-112 1-1/8 ffm Max 10 14 1� 4 1� 1540 1735 1S 5 •• 78D '. 6 2155 2430 2610 1170 HD28-21F HUC28-2 14 3-1/8 7-1/8 2-1/2 .. Min 10 16d 4 10d 1540 1735 1110 ;.'780 Max 14 6 2155 24304,2610 :1170 : JUS2B-2 LUS28.2 : ' • 18 - 3-118 } ; 7=118 ' ;3 : ;'' . - V .:' i? .: 166- ..4 16d 1325. 1510 1645 1355 JUS210-2 _ XU821f12:•:: -..is . 3-18 `, " 1 ' ' �* E : • i6d' " :8 16d 1845: 2105 2290 1980 . iUH28-2 : -46 .:.3-118 '-6-1/4.. .2 1=1/6 - :'.'-+ "32� • 1Ud 4 �0d . 1500 1685 y815 755 12'''• 16d .4 10d 1765. 1915 1915 755 ' :SUH210-2 ;. - • 112102' = :' 1& -. ..; : 3.118 &OAS :,-.2" 1.=118 : 16 . `l6', 10d 16d : �:. -•: 6 10d 10d 2000, 2350. 2245 267A. .2420 2880' .1135 ' 1135 #1Us28:2' `•.':: 'HUS28-2'�- . 7.14 .'• 3-18 7-118 ' ' 3..:.1 .' r•'• 6 ' : 1 6 16d' 1625 'i850 1995 "'Ism MS28.21F---:. HUSC283•.°'•"' 14.:: •.3-1/8 4"7A/a 1.2:- .:,1. .' = ''.f V.16d- .` U. 16d:j 1625• i850 IN5• 1810•. {2) 2 x10 11D28�2 • tiU28-2�'' _�. :- : ' .., � J4i : • :;3-118 . 7,11 •• , • '�; J2: 9=1t8 . _ 7i1m, Ntax 74.' .`�68 :. A lad • ... '1540. 9 r3;; 1865. 1..780 . S : 2155, 24� 2610 : 1178 ; iiD28-21F i •:;_ :.•...;�: • •' ' FlUG2B;2'1 .: :14• ; 3=]18} ;::�=1J8. , •2:'112'; '- . .. ; .�: . i:. #Iqn. `.. f i, ' 10 , 14 . : :16d' i • 4 �Od• IBM 2105 1735. 2430 1865' 2MO 780 1170 .6 . HUS210-2:•- = .. . HU5210 2' • ' •'14 • '3 y/8 ; ' 9=1/8�:: -':P"" : 7 ; -= g 16d 8 ' . 76d . 2i70 2463 2860 2240 .tiI1S27.FIUSC210-2 ... 14-:• .3418 �-18.. -..2.:,; "'.1".:,=":,..8::;.:16d.:' ..B. s16d. 2170 2465,2660 2210' � .. . _ . • ., : _ ::; ki: , 21 4. r., :: i1'..:- ,. j)', - :: #d,y, r- �-; :' fitly y_ S . , 0 :. ydd; : '2155 3Q$0 2430 8475 2610 ;3725 .1170 :A950 i 4,'20":' -if8" a 2-1�i'.�=5't-llidt.;i:.Qd. i`14 i; ;:.::8 ;10 1 2155 3080. 2430 3475 2610. 372� 7170 1950 :. ' .i1DQ210=2iF� : ' .:HtfCO21D ':.�: )I 3-11.4I :' . 9s' :! ; 1-I 5.•.-- :`. '.12,4.j: VM-, . I • ..WSJ 5015i `:3590 5590 '::2975 31, R1, F32 1) Uplift loads have been Increased 60%for wind or seismic loatls; no further Increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4' Imp) may be used at 0.84 o(the table bad where 16d wmmm are specified. This does not apply to JUS, HUS, MUS slard na0 hangers• 3) For JUS and HUS hangers: Nails must be driven at a 30" to 4F angle through the Joist or trrss hrm the header to achieve the table loads. A. 4) WS3 Wood Screws are 1/4" x 3" long and are included wHh DQ hangers. 5) NAILS:10d nails are 0.148" dia x 3" b6dhg,1are 0.162" d�a x 3-1 /2" lung. New prodmt or updated product information are designated In blue ford- H Corrosion Fnlsh ■Stairdess Steel ®Gold Coat W HDG ■fiple Zine h-W 114 Continued on next page Hangers Face Mount Hanger MiTev bid. stze .: {JSP 5teck No, - '• RdAn. Ste Gauge .,pimans[oas•(n). . ' F•asletterSdietlule� • DF�SP : Allowable Loads (I hs) o . w a 7i 0ode Ret, Mmr Header. 3oist :1N • 'N' D • 'A ' Nail' ' (N Nail Floor lam Roof 11596 725% Upid : S60°% ' SUR314 U314 16 2-9/16 10-9/16 2 1-1/8 _ 18 10d 6 1OW-1/2 2250. 2525 2725 ,1135 18 16d 6 10d x l -1/2' 2645.1 30DD 4.30101 1135 • H0314 HU314 14 2-9/16 11-5/16 2-1/2 1-118 Min 16 75d 8 70d z7-1/2 2465 2780 2980' 1280 - Max 24 12 .3695: 4170 •4435f 2D45 3 x 16 H03141F HUC314 14 2-9/1fi 11-5/16 2-1I2 _ Min 16 16d 8 10d x 1-1/2 2780 128D Max 24 12 3fi95 4570 4435' 2D45 . HD316 HU316 14 2..Wl6 13-5/16 2-112 1-1/8 Min 18 16d 8 10d x 1-1/2 �0 MS 230' 15W Max 26 12 4005 4435 4435•1 2045' HD3161F HUC316 14 2-9/1B 18.5/16 2-1/2 _ Min Max 126 18 S6d a I 10dxl-1/2 277D 4DD5: 312,51,3355J 4435 4435 35M .2045 . r 12 :.(2) 3xB.'_ .. -._ :. '1iD38-25-118 .. .6-1/8' .. 21A 1�1/8 Mitt: 10,.:: 1&d 4• 1Dii ": 1540 7735 1865. 780 . #v!lax.. -it. 2155. 201 2610; ' 1S7D H036 2 HU38-2 14 5-118 6-1/8 2 1/2 1-1/8 Min 10 16d 4 10d 1540. 1735 ,1865'I..780 Max 14 6 2155E •2610: 1.170 (2) 3 x 10 HD310-2 HU310 2 14 5-1/882-1/21_118Mled10lod MinffU 6 2155 •261D 1170 5 9625 (2)3x72::: J1D332-2 .: 'HD312-2 HU3]2-2 ` ''14 =':3 IYB. ]D' • '2412 1-118 Mini 16d 8 9Ud ) 2455. '2980 1055 Max.. 24 12 • 3695 4470 234a (2)3x14 HU312-2 i !!! 14 1111 5-1/ 10 2-1/2 1-118 Min 16 16d 8 lad 2465 Z780 29B0 1D65. Max 24 12 3695. 4170 A470 234D JUS2fi-3 WS26.3 18 4-5/ 4-112 2'. { 1 c " . 4 16d -4 • 16d " 1040 1185 •1220 11355 :• 3uwa U26 3 16 ' 4�5 .5-114 2 1 " 10d ' .: 2 10d :, 1000 .1120 1965 .380 8: :16d 2 10d 1165 1165 1165 390 ' 1iD263" HU263 '.1'4, 4,5 ! 4-1}2 2-112 '1 1�8; ldin 8 .'• 16d . . _.. .. 4 ia8 '. _ .. #230. 1390 1490 780 � AM1mc:: t2. B .. 1850. 2085 22351 1470 ' kp2fi-31F. ' HUC26 3 .. 14 .4 31 4Al2; . 2-t12 •.; - Mina 1fid ;' T 4- ' 10d .. 1230 11390 1490.. 780 F2 dtEalt 72• 6 185D: 2085 2235 1170 JUS26-3 WS26-3 18 4- 4-1/2 2 1 - 4 16d 4 16d 1040' 1185 1'220 :1355 JUS28-3 WS28-3 18 4- 6-3/8 2 1 6 16d 4 16d 1325. 1510 1645 ,1355 SUH26-3 U26-3 16 4- 5-1/4 2 1 -- 8 10d 2 10d A00D 1120 1165; .380' 8 16d 2 10d 1165; 1165 :1165. 3B0'. HD26-3 HU26-3 14 4- 4-tl2 2-1/2 1-1/8 Min 8 16d 4 10d 1230: 1390 1490 •780 Max 12 6 1850 2085: 2M 1170 (3) 2 x 8 HD26-31F HUC26 3 14 4 518 II 4-1/2 2-1/2 - Min 8 16d 4 lad 1230' 1390 . M: 780 Max 12 6 1850: 2085 •2235 .'1170': H028-3 - 14 4-5) 6-3/8 2-1/2 1-1/8 Min 10 16d 4 tad 1540 #735 1865;" 780 " Max 14 6 2155' 2430 1 2610• • 1170 . HD28-3IF - 14 4-5/ 6.318 2.112 _ Min 11 16d 4 10d 1540� 1735 1865 780 . Max 14 6 2155 243a 2610'- 117a -.IU$284- •' UM-3.' : t8: • 4- '• 8-3/8 2. .' 1., : '-; : ii: ' ::=X6d ;:: -•�4.. 16d 1325! 1510 1645' 1355 ::JUS210 3 ' ; : l t1S2f053; • 18 ` +818 8 3/8 2 .: •- 1 :;18d ' :_ 6 ' •.15d ` 1845: 2105 2290 -1980 . - ..:•, ": _ ::•,:.:... ::5UH21b 3 ' . :_ ..11Z10�: `:' ' . :. ; _36 :: 8; , 8-3/8' ,..2 6 10d 1760 1955 2120 1135 14 ° `i6d 10d : 2060 �2335 2520- .1135 i4. 4= 1- - 8 63M 2-112 1�18 Mhf, "10. 16d 4 1Qd 1540: i735 .i665, �80•: A1ax• 14 5 2165. 243Q 2610 1170 �3)•2x10.: „. ...... :' IF.` : , ..:....: :: •:'•;-.. ' "!: ;...:., 14 ' :4-' ` `&3/$. ,2*1/2: c-�.+ 1�t1 ' 10 '.+ �sd., '-.r.+,, , 4.• ..i..:1 Otl;:. - 1540 1735 105; :J3;•:•,. 2i55.'?A3a 2610; 117.0 :. : ]D210 `: ' . ":HU2163 - ' ' 14 ". 4- 8114 .. '2yPt - .:�•;:;.. d 4 " dd�F:''20:,:_•:. 'j # ' '#f tl'!= ' 6� . 10d 2165? 2430 2610 1170.: , "•7p.• '.308U -3475 -3725, 1950 :,; ..: _ . .:. r.re'�c v ." •' . .:Hi1C :::.., ' " = ;; -^' ` ".: :: 1 ! ':..• 2dtn-i 34. , Z6 ! : •. : iDd. . 2155" 2430. 20 . 1170.. 2a�: .10 3080' 347& 37251 •..19; D _ HDO Q-3(F`>•' #il1CA2103 `' ` ]4 : 9 -: `:3 - , :70 - =12•,: :j 0 ' � •6.; ••�'INSB 5015! 559D , 5590 •2975 ' 31, III, F32 1) Upolt loads have been Increased 60% for wind or seismic IIOdr, no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4' long) may be used at 0.8 of the table load where 16d commons are speAed. This does not apply to JUS, HUS, MU5 slant nail hangers. 31 WS3 Wood Screws are 1/4" x 3" long and are Included wit HDD hangers. 4) NARS:1 Dd nails are 0.148' dia. x 3" long, 16d nails are 0:162' dia. x 3-1/2" long. New products or updated product Information are designated In blue faint. A Corrosion Finish ■Stainless Steel PGold Coat Of DG STripie 7•inc �k W D Continued an next page 117 Hangars Face Mount Hanger MiTew Jo)stSize ". i.'.. Stookdio. ��. 'nef.No. Game - .:a menslons (in) .. _ .•- - . �FastendY'SChedu[e�''r ' • : DF/��:.. ' . Allowable' Loads (Lbs.) Hoar . Roof IUple 1D096 115% 125% '160% o ..Code Ref. LUfini .Max Hall Halm 11V' H' D A . JUS46 LUS46 ( 18 3-5/8 1 5 2 1 4 16d 4 1 16d 1040. 1155 1220•1 1355 S11N46 U46 16 3 9/16 -13116 2 1-1/8 _ 10 10d 4 lad 1250 1405 1515' 755 . ' 755 '- 10 16d 4 10d 1470.E 16711D 18DO HUS46 HUS46 14 3-5/8 5 2 1 4 16d 4 16d 1085 12M 12DO:.1155• 4x 6 HUS461F HUS046 14 3-5/8 5 2 1 - 4 16d 4 16d 1085 1235 13DD• 1155 ' HD4fi HU46 14 3-9116 5-1/ie 2-1/2 1-1/8 On 8 16d 4 tad 1231 1390'. 1490 780 ' 1170 Max 12 6 1t15D 2085 2235 HD461F HUG46 14 3.9116 5-1/16 2-1/2 _ On 8 16d 4 10d 1230 1390 1490(, 780 . 1170 ' Max 12 6 .1850 2085 2235 JUS46 i,r' `: 111S46 18 3-518.. '..: 5 .' . 2 , 1 .ab. : yfid 4.`'� 16d :' : 1040. 1185 1220'J 7355 JUSAB : = J US48 18< 3-5/8 6,718 ' •2 . • 1 '- fi 16tl •4'••: 1fid - 1325. 1510 16M15 7355 . ;:BURRS•.;;' 1in16 1'6- 3911$ 13116' 2 j-1/8' • .j -- ". 70. 1ad ''4'<.. XOH 1250. i405..18 755 . 755 10 . =..y6d ' 4 10d ' . 1470 1670 18D0 :.:.klUS46�.:";f�•" MUS46 . ;' . i4. .3=5/8 .: 5 " •2 .:' i � 4 ''16d::. 4 . 16d.: ' 1a85 1235, 18D0. 1355 'HUS46�:`' .= HlISG46'• •14" 3,5IB - ;5 2 T;'. - 4 16d �1•:;: 3fid' 1B85 1235: 13DO -1155 HIM:. :C';. 11US48 14 8,518 7 2 • ::7 ' 6 16d'' •6 �: 16d_ . 1625 1850 .1995.1 1810 ' HU5481F. 'i' . HUSH ' : 14 ' TSM `) 7 2 1 - 6 16d .6 :.. .16d_ : 1625 ,Iwa i995 1810 4 X8 - .HD4fi .: ;; < ' • ; fmo .'i4 .3-911$ b 1118 • 21/2 1-118' On. - .. S 16d , 4 lad. ' , . • - 123D 1390' 1490 • 780 1t70 Max:," 12 6 = : 1850. '2085' 2235 NDR6� . '.: 1il1Cd¢ 14 .3 9/1¢ . 1rt116' '94/2 "° Min. ti 16d 4 1 .0' . 1230 IBM 1490 780.. 1170 5, R5, Max. 12. 6. 1850 t 2DB5 2235: ,. Min Mak. lD.. 14 1 '•4'.1540 :•. pd., .' . f735. fBfi5 .780 777n. F2 6 . 2155 2430 26101. H0481F _.'r,•.: fik1i48' 14. .$ 9f{6 6-15116 2=i/? „ .: 70 ,16d.. 4 ° 1Dtl .1540 '9735 1865' 780 .1170 . mix. 14 B �' 2155' 2430. 2610 • JUN; LUS48 18 3-5/8 6-7/8 2 1 6 16d 4 16d 13M 1570 .1645•• 7355 JUS410 LUS410 18 3-5/8 8-7/8 2 1 8 16d 6 16d 1845'.2105•2290 1980 SUH410 U410 16 3-9116 t1-818 2 1-1/8 - 16 10d 6 iDd 2000 2245 2420 1135 : 1135 16 16d 6 10d 2350 2670 2880 HUS48 HUS48 14 3-5/8 7 2 1 - 6 16d 6 16d 1625 189 .1995:.1BI0 HUS481F HUSG48 14 3-5/8 7 2 1 - 6 16d 6 16d 1625: 1850 1995• :IUD HD48 HU48 14 3-9/16 6-151f6 12-1/2 1-118 Min 10 1� 4 1� t540 lm3 -INS. 780 S170 Max 14 6 2755 '2430 7610: 4x1D HD481F HUM 14 3.9/16 6-15/i6 2-1/2 - Min 10 16d 4 lad 1540 ins .IBM 78D �. 1170 Max 14 6 2155 2430 2610 HUS410 HUS410 14 3-5/8 B-7/8 2 1 - 8 166 8 l6d 2170 •2465 .266D:. 2210 HUS41OF HUS0410 14 3-5/8 B-7/8 2 1 8 16d a lfid 2170 •M.:2550j .21210 HD410 HU410 14 3-9/16 B-13116 2-1/2 1-1/8 Min 14 '16d 8 10d 2430 2610 I 19 . :ism ' Max 20 10 3080':3475 3725 HD4101F RUC410 14 3-91'16 8-13/16 2-112 _ Min 14 16d 6 10 10d 2155, 243n 26f0.:'IB7D 195D Max 20 .3060 :3475 .3725'• HDQ4101F HUC0410 14 3-9/16 9 3 1-1/2 1 - 12 wS3 6 wS3 S015' 5590 3590. •2975 '1 131,R1,F32 1) Uprdt loads have been Increased 60% for wind orseismic 2)16d sinkers (G.f48 dla. x 3-114" long) may be used at 0.8 3) wS3 wood Screws are 114" x 3" long and are Included wi 4) HAI1S:10d nails are 0.148" die. x 3" long, l6d nalis are I New products or updated product Information are designates Corrasion Finish ■Stainless Steel (Gold Coat R tads; no further Increase shall be permitted. of the table bad where 16d commons are specified. This does not apply to JUS, NUS, MUS slant nail hangers. i HDO hangers. 162" dia. x 3-1/2" long. a blue fart. ■Triple Zinc 119 Ad 91, 0t, OV01 1VJDL .JSd 00 00 it 08 .dad 91. ft a 01 JSd OZ • 03 11 01 y aump Luau al Iapwl • , t ;, ., . .. uaa apWlornu yl�ll ypuoq oq qu4e >ycwl v6(n�p ua,� ayL ua potyoode . aq >Igg da(r IaIU cplall� d >ty} e},y}sr�gP P>daao q eu�eags on ap sLRD—evFird ):xod •�•°'•,HWw�"�'"yp•°" quWd Puy 1Ydl a Pzal 4 O+uolrol IN RIM oq al uo rartaq 0sli 8t6}i(Z,GfiG), c°g°—u zz(DOs) �{ P� lsN�s alb Wirw 6utaui9 � �1e114 '�PuaU �l �Uul �dougi�jH situDl '� DESL mw puo lmivawumD NWt tvauuat 10-1mu' "s fi qH> UO1131AIC} 1aweld v0� sa►.th�m'� Ihu aq AM 1p R lgla q llouaulN Pub -lain du}Mpp buNulusP PU Wfam,s:1 os L la"d oL p osi afarlu 81 " 61gaalq uapaui BLIVOW GOA" qmd XW e1 Paaapaoa tm auaq dupJA aswd 7a1u�IgaL ueh snu ymw a;qqdd '1rueLwp t+ml to i40gl Wur 641 Lau if fdlWq ue144l3 -ow}obds J4nwlxvw °6*o ,n xv s3ssnu owwoddns ONlwVIU 'UEO"'g xoW��p--,g cYc c�uL 1M30 INIOP 'IV01l213A 4N3 dIH lalloudb f3= 1vN01Ld0 Jnm WA WN -3 O .1no 3WAS98 yt�t ■aµ aUgtn� 3bI AG3 pu W 'faHOHS SY dno O3HOAd NO 3HVnbs 39 kvW MORO WO3109 ' 0—tL 0330X3 A0H coo AMR lVDlW3A 31t1. SV ONDI SV AlIR9 98 JlY1S SNVdS f13MM W) '1s11aM dOL 3NL d0 IdOW NHL CHOW 0� ,.ff4yt r AZWA 4NL NWHAIi sen9l 3HL d0 OVOHD dO 3NL 0H13W9 UOt 0 Wd§ hand 3NL mme-310N(i+s) 03UtRb3U �y 1t30WS UO si1L7 `Ng8I0IS3lt :1Sd g'+'Iq Ol. tlNItA ro :1fO 'NOISM, 031Y36 ,Bgk33Hiam No O31 mdS SY ONmovis Knund q0 nsn m O3sn s3SsnUl A311YA 18 U0 Y1NtO1fnO 0>IGDIDN3 lHDI3H NYlH — •DNitc1 Hd�1� Dt L 39Sf/ 400 08d HOIS3(1 O W3S ,SH33HJ0N3 NO 03IdMdS 361MMVIO SY Wo '00 nit IV SN:1Nnd a lieu d311YN-30L Sum ure 9 al,d) f(06 Pal M 1Hflk sshul aNIWOddf16 =a OL A3 m How uwa (a) uuatiVLiV S611VL =VA OL HORN WOW ONI W"11 03LW '03H0Y1LY KIIRdol!!!d ,Hug Dm0YN9 39 Isnw J3s jxnvA HLWN311 SSAUL .10 aUaNJ am (311VnbSS 110 OSHW4 *Avg V WOUA 0Ndd01 3Q AM Cam• i►) 0330)0 ION AVA IMSH IVOWA A31WA f9nWIXYYt Js11aq Jo C# &W 02 MgsAl Ja}riq Jo Z#Al 110 NO dS tz'G Vo Welds 1 Wqo 11a9 ?!r U MM96 9421A A311YA 'IY:I��C 013vds A'I IM 'OHiOVlIB LV7 Snvnwuuoa No '00 .9 LY 57NN O C !'0 X09 PO H1WI 'e3 alas U;1Dq J0 Zf/L ddS t(� do yKL AJai d4) a3H0VALY u3LLJ' 8 Uo 211WO How 9210ads 3211 93M 4 1 rONA7 1100 '30V80—.1, izi A9ddy 'NOIS3O MWAS 5,N33NION3 NO 431d10 6 SS31NR ` 2139tYm �0 3aVlda wnwiNlw r VSP s "N a NO: o SPF o HF A SP ,0 N DFL } ' V HF W O t°9 A 5p DFL a ci PF E o HF Ar SP DFL M Use% ..,!,u wimn .SPEED. ._2:MEAN HEIGHT,ENCLOSED l�'4.�5 E>CPQ: Tareas I No �SDUTHERW TRUSS COMPANIES ulv. aavvt�s —tARcx � � E 3 3 MUD • STUB srmu iB . 5rAN R 1& Btr -- — . 1 iE4USS DETAIL NMMI • UX LOAD BFFLEOWN Chit IA IS L,/x$v. roll cR9Nr1NU UWITISARINU �p5F n'�AB LAAnw� RABLE OW BUFPOrrte LWW MOM 4'—v1 avItOOKSRs Wf H 2 —R VEp Ofmu. S" p(.yWODP ttnn Aru EWH " BIVIOE YM 19d RAU. " MIL' BRAFE SPARE N= AT 2RH ' gmul "SPAOF MU AT3-R t 5" �F . -010 ANB 6 V% BSTYt-N zR ' IRA BE A 9I19LIU l OF BOX air WEB I:AB P aT 8P R it YETriIUAL tS95 rH'2{ h—a 1x4 D 7x3 LLESBcamITLAN 11+ g"R"+ BUT Rx+ R 11 .,v MAK PFRAK SPARE AND HEEL MAIM. R R REFER '[0 C iW ABOVE; hvn mnn .rr,a..4. ,-••• — - ------------------ �.� riw9oB biadnp G not the ream -ow of WEe dTratpnar+ piola tnotrufaaluror nor IME tabdcator, ?.WON EmI���rl am aaulkmd to �'fe emll lq*g uMm n araaVon l�dnD 1dYan h ahra)e nquked p and darniwhlp� er.oYonr oRd ennaaa i xtddr m�7 ba rimed fi Etna w mmlall and Fort Pierce Division �latupp�� 1Sol ut raC4 E� 25eR N. Kraai HI9nMay, 1t btoft Old phis awaieattd xood lnnea jiP�. Foci Alarm. tt 3495 Trypa ep to bE aiealed atd Iottaned it tarlatrd fi a Elndght and W+ (BOB)x3Z—B8o9 t(772)48i-41Bo F. (14 2 3iR—only xtlett ao >ttlaaU G P d dUeolfj la IhE lap ahardr, {Bry Ef�b a V ae ImAld on t6a 140, Tnma eTRI be heel �Ilh rm+amble can duda9 • micUm to l d Maximun Total toad BD P5F' SPACING AT 24" O.C. •a•o ,i z IV mlavdS .iolauj uollo.ina BL'L l0 4ndL* jolonj uollojna gZ-L In ledog ,]olaaj uollninG ££• L in ledgg 6ulpnol unwlxDW to .9P Pad 4 u4930 1103 aKm mw qua a tq m couril vk; tql uQ Pgtpldt oJ9 a9 Y �41'�P�M1 aqi 61 ylnllP Palms +i �+MWo4� cu uulx Stan-etr(t�tNYOd *q4 PM J*W a 4 PM101 4 P UAIWJ PW Psl= c4 ui ua ttttnil 09tir s{t �( i,a a, t (oae) S•31PJVd W ED3 oi but P" Palm" tlald Prw �9 v Dw1a4 4m Jai �1laP �dowy6,g SAUIX 'N ald COSZ SStl�il row pa Aml"'aJ JIMgt Luawag to-1S�A, uS yuoAo:gddo aup h DISIAIQ 9�1 0J91d 0 am aq Laud ipgs bmq paud p 7%wn ��4 P Pus l luauid of P*iu dup y WP fiVwq uall l*P° gaud ]loot al puollnol am to;mq bmwl am& 'JOP1 I "M jau pwwu tlaid 'lauliltap caul in 4ytuodtu +4l to q MNnW ualing E5 a_.t �, u ra /V\ 'XVw To „0—,b, da s�ov.4 HMO HOV3 NI Sill W— , RUM a0oM -1-1 XaO .0xv.9 R M movemold HO'd IV * ! - TAgel * 9XG gxg gxg lyxg a bx9'L bx9'L L £xS'L 0 9xg 9x5 qXG g* e Gx5: *)(G'Z ibx4'Z Vxz d ,ZS ,8£ .I' .oe 3du J.Nlor or 01 dfl SNVdS �-00'1"- 'a/O t xv Sl1VN P9 L i-WM HDV.LIV ')A3SW3W 83M ja HieN31 x09 - aw mine Na 'HBGP13W .11 L 01 ,a L MM SV S3103clS '3aVaa 3WVS WV88 ,,.L, t xZ •cl/o .-v ati SINN P8 Um H3VIV 'u3sw3w 83M J0 HMN31 x09 aNV 2l311.89 NO '113SYGN ,DL 01 Al e3M Sb S31 pdS '.34Vl1D 3wVS •3DVI18 �L bxl MOM ON 0NIDVll9 ammiji13lI 1HION31 133M AWHD 9NIDVHG 83M r- • 3OYd MRHOW - 3Sii 3a MW � (44 3OYd .INOEV VA 'Oa18 03SO10 o t •C 30SY :IAN IMM ,Or '(INA NdW-c-Pf j 'SNOWNOO oN% Omm nai 3Nl Hog 31avO(iddV sI Tma sm 'oNwdS NMMd a3vino tl aaj NoimBa o31v3S S.tl3 mem Ql um" -SSQRL ONkWpddns do Q)Mt �y dal gNL VeU (OWN 39 AM SN(31Hna� 0 TCYM1fOM� dQl 1Y�13 do daL OJ.ITSNI�d M '113Hww IM A'IL9M IOU st 3Ond4 WO IWM aS 030OOWS 39 JMVI 63O WS ONGRO iYo!l;OO OW dal •xm no ,a xV S'lvJtlM WMAODld WVdS OLV1d a3WWG VQJ NaNM MIM QL HWU Sollaq Ja £f dAS t<xZ agoM .19119q JO Zi dm ;xx wa4a ilao lollaq io zj dAS t xZ R+a4o dal Id3BWnl -jO 3aVlta 14MINIW r- • 3OYd MRHOW - 3Sii 3a MW � (44 3OYd .INOEV VA 'Oa18 03SO10 o t •C 30SY :IAN IMM ,Or '(INA NdW-c-Pf j 'SNOWNOO oN% Omm nai 3Nl Hog 31avO(iddV sI Tma sm 'oNwdS NMMd a3vino tl aaj NoimBa o31v3S S.tl3 mem Ql um" -SSQRL ONkWpddns do Q)Mt �y dal gNL VeU (OWN 39 AM SN(31Hna� 0 TCYM1fOM� dQl 1Y�13 do daL OJ.ITSNI�d M '113Hww IM A'IL9M IOU st 3Ond4 WO IWM aS 030OOWS 39 JMVI 63O WS ONGRO iYo!l;OO OW dal •xm no ,a xV S'lvJtlM WMAODld WVdS OLV1d a3WWG VQJ NaNM MIM QL HWU Sollaq Ja £f dAS t<xZ agoM .19119q JO Zi dm ;xx wa4a ilao lollaq io zj dAS t xZ R+a4o dal Id3BWnl -jO 3aVlta 14MINIW SCAB -BRACE -DETAIL. I ST - SCAB -BRACE Note: Sca Bracing to be used when continuous late I bracing at midpoint (or T Brace) is Imp ctical. SCO must cover full length of web +1- 6". THIS DET AiL IS NOT.APLICABLE WHEN BRACING IS *`* REQUi AT''i13•POINTFS OR I=BRACE IS'SPECIFIED.' APPLY 2x SCAB TO ONE FACE Oi .= WEB WITH 2 ROWS OF 10d (3" X 0.131 ") NAILS ACED 6"0.C. SCAB MUST BE THE SAME GRADE, PIZE AND SPECIES (OR BETTER) AS THE WES, MAYIMUM WEB AXIAL FORCE = 2500 lbs M P iMUM WEB LENGTH =-V-0" SCAB BRACE 2x4' INIMUM WEB'SIZE' MINWUM WEB GRADE OF #3 Nails � SecDon ®rQ Scab -Brace Web Scab -Brace must be same species glade (or better) as web member. L-BRACE DETAIL Nailing Pattem . L-Brace size Nail Site Nail Spacing 1x4 orb 10d &° o.c 2x4, 6, or 8 16d 8" o.c Note: Nail along entire length of L-Brac (On Two-Ply's. Nall to Both Mies): - Nails WEB �-A Nails � Section Detail ¢ L-Brace Web SPACING L-BRACE Note: L-Bracing to be used when continuous lateral bracing is impractical. L brace must cover 9090 of web length.• ' L-Brace must be same species grade (or betteir) as web member.- L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 1x4 �* W 1x6 *"* 2x8 — DIRECT SUBSTITUTION NOT APUCABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 .2 2x3 or 2x4 2x4 •+� 2x6 2x6 2x8 2x8 *�* — DIRECT SUBSTITUTION NOT APUCABLE. T-GRACE / i-BRACE DETAIL Note: T Brac Ing / i-Bracing to be used when continuous lateral braciq Is Imp ctical. T-Brace / I -Brace must cover 90% of web length. Note: This d Aail NOT to be used to cxtnvert T Brace l l-Brace webs fo continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size. . Nail Spa ing 1 x4 or 1 x6 10d 8" 04 2x4 or 20 or 2x8 16d 8" o. . Note: Nail along entire length •of•T-Brace 1 Brace• (On Two-Ply's Nail to Both Plies) alternate position /Nails r+ :.x . Jr SPACING , xvt WEB T BRACE r:t Nails Section Detail T-Brace web alternate position Nails Web 1-Brace Nails Brace Size _ for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 2x3 or 2x4 1x4 {`) T Brace 1x4 (') I -Bra 2x6 ix6 (') T-Brace 2x6 I -Brace 2x6 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size ! 2 2x3 or 2x4 2x4 T Brace 2x4 [-Brace 2x6 2x6 T Brace 2x6 I -Brace 2XB 2X8 T Brace 7vR !_Rr�ro T-Brace 11 I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used In the truss, Ix4 or ix6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP tr iss lumber grades up to #2 with 1 X bracing material, use IND 45 for T-Bracell-Brace For SP tr iss lumber grades up to #1 with 1X bracing material, use IND 55 for T Brace/l Brace Ifs b Truss Truss Type Qty Ply 1696 Al Hip 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:18 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-CppMVHoIQ3t3Eh7lg801Q8gQ6ThxfLZT7qQ4B4zhtb i 2-4-0 -0 -12 6 6-0 14-B-0 2 30-2-14 3 43 9-12 6-12 0 -12 6-2-0 6-2-0 -6-2 8-0-13 7 6.2 7-6-2 6-0-12 9- -0-13 24-0 Dead Load Deg. = 11181n 5x5 = 1.5x4 II 5x5 = .00 12 6 20 7 21 8 6x8 = 6x8 = Sx9 NOP2x STP= 5x7 4 9 19 5 wa 3x4 W1 q W6 d d 3x4 i 18 3 n21 83 d 3x5 =22 16 15 14 13 23 12 24 11 10 NOP2x STP= 3.5x4 = NOP2X STP= 3x4 = Sx8 = 3x4 = 2x4 11 1.5x4 II 56 = 2-4-0 8-6-0 14-8-0 22-8-13 30-2-14 37-9-0 44-6-12 0-0-121 44-6-12 date onsets x,Y I `J:u-J-U,U-L-0 IL[U-4-V,V-0-U , 14:V-G-O,V-J Y , IJ.V-CV,V-I-V .OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) Vdefl Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 C 0.97 Vert(LL) -0.12 11-12 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.65 Vert(CT) -0.20 11-12 >999 180 ICLL 0.0 ' Rep Stress Incr YES V1IB 0.86 Horz(CT) 0.03 17 n/a n/a ;CDL 10.0 Code FBC2020/TPI2(14 1Ptrix-S Weight: 299 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* 8) Bearing at joint(s)17 considers parallel to grain value T2: 2x4 SP M 31 TOP CHORD using ANSI/TPI 1 angle to grain formula. Building IOT CHORD 2x4 SP No.2 8-9 I =-9851675 10-17 = 0/94 designer should verify capacity -of bearing surface. VEBS 2x4 SP No.3 'Except* 9-1 1 =-1538/1069 9) Provide mechanical connection (by others) of truss to W11: 2x8 SP No.2 BO CHORD bearing plate capable of withstanding 992 lb uplift at joint (RACING- 2-1 = -9/382 15-16 =-536/302 14, 271 lb uplift at joint 16 and 601 lb uplift at joint 17. 'OP CHORD 14- 5 =-429/415 14-22 =-207/24 Itructural wood sheathing directly applied, except end 13-22 =-207/24 13-23 =-591/931 erticals. 12-�3 =-591/931 12-24 =-502/839 IOT CHORD 11-24 =-502/839 10-11 = -29/29 Ngid ceiling directly applied or 6-0-0 oc bracing. WEBS VEBS 3-11 =-722/648 3-15 =-131/386 Row at midpt 4-15 = 0/194 4-14 =-648/432 -14, 5-13, 6-13, 7-12, 8-12, 8-11, 9-11 5-14=-1970/1434 5-13=-773/1440 MiTek recommends that Stabilizers and required 6-13 =-676/561 6-12 =-298/576 cross bracing be installed during truss erection, in 7-12 =-769/661 8-12 =-4421713 accordance with Stabilizer Installation guide. 8-1 i =-757/635 9-11 =-726/1258 tEACTIONS. (lb/size) 4 2454/0-8-0 (min. 1) balanced roof live loads have been considered for = 6 = 825/0-8-0 (min. 0-1-8) this design. 7 = 1544/0-6-12 (min. 0-1-8) 2) 1 ind: ASCE 7-16; Vult=170mph (3-second gust) 4ax Horz Va$d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. 6 = 562(LC 10) II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C 4ax Uplift Ext6dor(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 16-4-7, 4 =-992(LC 10) Exterior(2R) 16-4-7 to 29-1-3, Interior(1) 29-1-3 to 6 = -271 LC 6 31-4-10, Exterior(2R) 31-4-10 to 44-1-6 zone; cantilever 7 =-601(LC 6) leftlexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 111 l 4 x Grav 2577(LC 2) A Lrmin = 19.0 psf 6 = 828(LC 21) 3) Building Designer / Project engineer responsible for NN n . B L/�� 7 = 1616(LC 2) venfying applied roof live load shown covers rain loading�l�-� --�,� requirements specific to the use of this truss component.NN :ORCES. (lb) - Maximum Compression/Maximum Tension 4) Provide adequate drainage to prevent water ponding. N 'OP CHORD 5) All plates are MT20 plates unless otherwise indicated. ; r� JP 7�05-2 = -3/0 2-3 =-428/100 6) This truss has been designed for a 10.0 psf bottom �, r;-18 =-513/34 4-18 =-407/50 chord live load nonconcurrent with any other live loads. _5 =-233/319 5-19 =-11251717 7) j This truss has been designed for a live load of ► I-19 =-999/745 6-20 =-1249/1014 20 0psf on the bottom chord in all areas where a , ^� STATE OF , 0: •� '-20 =-1249/1014 7-21 =-1249/1014 rectangle 3-6-0 tall by 2-0-0 wide will fit between the r bottom chord and any other members, with BCDL = ,i + �!/ -21 =-1249/1014 / 0 %+ Q� ; 10 Opsf. �/I1111111 1 b Truss Truss Type Oty Ply 1696 A2 Roof Special 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MTek Industries, Inc. Fri Feb 24 16:59:19 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-g?NkjdpKBN?wsrixOsXXzMMdUtyBOnsdMU9djWzhtb6 2A-0 -0- -12 9-2-14 16-1-12 23 4-0 25-11 4 3%1-0 33-5-0 39-9 0 43-9-12 12 0 -12 6-10-14 6-10-14 7-2 4 2-7 4 4-0-12 3-5-0 6 4-0 4-0-12 9- 2-4A Dead Load DeO. = 31181n 5x5 = 6x8 = 6.00 12 7 5x5 = 3x4 = 2x4 II 5x5 = 6x8 = 2x4 = 8 9 10 5x12 C 27 28 NOP2X STP= 3x4 i 12 6 3x6 11 W13 3x4 i 5 W 9 W1 q W6 0 4 L e d 16 3x7 26 3 Ivi N21 18 6x8 = 32 aqQ 8 15 a 17 1, add 3x5 = 24 23 22 29 21 30 31 20 19 16A = 14 13 NOP2X STP= 5x6 = 5x5 = 3xB = 5x12 = 2x4 11 ISO II 2x4 II 2x5 II 2-4-0 9-2-14 16-1-12 23-4-0 30-0-0 33-5-0 39-9-0 1-3- 44-6-12 p_ _12 44-6-12 'late Offsets X Y — 3:0-2-12,0-1-8 , 12:0-440-3-0 , 17:0-1-12,0-1-8 , 18:0-2-12,Edge], 20:0-6-0,0-3-0 22:0-2-8,0-3-0 , 24:0-3-0,0-1-0 OADING (psf) SPACING- 2-0-0 51. DEFL. in (loc) I/deft L/d PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 ITIC 0.87 Vert(LL) -0.26 21-22 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(CT) -0.47 21-22 >999 180 ,CLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.09 25 n/a n/a ,CDL 10.0 Code FBC2020ITP12014 atrix-S Weight: 337 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 IOT CHORD 2x4 SP No.2 `Except" B4,B7: 2x4 SP No.3 VEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 )THEIRS 2x8 SP No.2 IRACING- 'OP CHORD structural wood sheathing directly applied or 1-7-8 oc urlins. IOT CHORD tigid ceiling directly applied or 2-2-0 oc bracing. Except: Row at micipt 10-18 VEBS Row at midpt -23, 6-21, 7-21, 8-21, 8-20, 9-20, 9-18, 11-18, 11-17, 2-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 4 = 2549/0-8-0 (min. 0-3-1) 5 = 2274/0-6-12 (min. 0-1-8) 4ax Horz 4 = 569(LC 10) 4ax Uplift 4 = -964(LC 10) :5 = -907(LC 11) 4ax Grav :4 = 2608(LC 2) :5 = 2400(LC 2) :ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-348/39 .-26 =-3770/1984 4-26 =-3669/2008 -5 =-3568/2070 5-6 =-3389/2094 *-27 =-2830/1814 7-27 =-2715/1832 '-8 =-2730/1896 CHORD =-2492/1696 8 =-2413/1667 2 =-1271/839 CHORD =-36/295 3 =-2212/3386 9 =-2076/3207 1 =-1713/2719 0 = -94/68 8 =-513/463 2 =-714/1150 6 = -16/16 5 = 0/52 5 =-2343/1534 6 = 0/45 _-1926/3295 _-331/285 _-1011/712 _-844/531 _-282/190 _-289/145 7 =-1507/1121 4) Provide adequate drainage to prevent water ponding. 9-10 =-2401/1657 5) All plates are MT20 plates unless otherwise indicated. 1-28 =-2401/167 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 23-24 =-605/417 20.Opsf on the bottom chord in all areas where a 22-24 =-605/417 7 rectangle 3-6-0 tall by 2-0-0 wide will fit between the 21-29 =-2076/3207 bottom chord and any other members, with BCDL = 20-31 =-1713/2719 8) Bearing at joint(s) 25 considers parallel to grain value 8) 'Bearing 18-19 = -1/40 using ANSI/TPI 1 angle to grain formula. Building 18-19 = -1/ 4/1150 designer should verify capacity of bearing surface. 16-32 = -714/1 -16 9) Provide mechanical connection (by others) of truss to 13-14 = bearing plate capable of withstanding 964 lb uplift at joint 15-14 = 0/67 24 and 907 lb uplift at joint 25. 3-24 =-240211740 4-23 =-403/405 6-22 =-75/431 7-21 =-931/1690 8-20 =-575/424 18-20 =-1504/2579 11-18 =-1242/1981 12-17 =-1255/2057 Inbalanced roof live loads have been considered for design. ✓ind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C ,dor(2E) -0-1-7 to 4-4-9, Interior(') 4-4-9 to 18-10-0, :rior(2R) 18-10-0 to 23-4-0, Exterior(2E) 23-4-0 to 11-4, Interior(1) 25-11-4 to 35-3-0, Extedor(2R) f-0 to 39-9-0, Exterior(2E) 39-9-0 to 43-9-12 zone; lilever left exposed ;C-C for members and forces & FRS for reactions shown; Lumber DOL=1.60 plate DOL=1.60 Lrmin = 19.0 psf uilding Designer / Project engineer responsible for Eying applied roof live load shown covers rain loading rirements specific to the use of this truss component. 0- BLPq�/lx�i NN ' P 76051 STATE OF fir r// �IONAL '\�N �111 I ! 111� 2 b Truss Truss Type Oty Ply [696 A3 Roof Special 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:20 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-9Cx6wzgyyg7n U7H8xZ3mVZvoiH I17Dsmb8vAFyzhtb: 2-4.0 43-9-12 -0- -12 9-2-14 16-1-12 23-0-0 27-11.4 33.5-0 41-3-0 4 - 4 -6-12 0- 112 6-10-14 6-10-14 7-2-0 4.7, 5.5-12 7-10-0 0-6-02-0-12 -9 2-4-0 Dead Load Dell. =1141n US = 6.8 = 7 US = 5.o0 12 5x12 C Sx8 = 2z4 II 5x5 = y�q = 26 8 9 NOP2X STP= 3z4 i 27 11 6 3x6 3x4 5 10 W12 W w 4 W6 4 L u5 3x7 4 25 3 j N21 17 1 3 12 N 5x9 = 30 US = 23 22 21 28 20 29 19 18 15 31 14 NOP2X STP= 5x6 = 56 = Sx0 = 5.5 = 2x4 II 1.5z4 11 2x4 II 2x5 II 1.Sx4 II US = 2-4-0 9-2-14 16-1-12 23-0-0 27-11-4 33-5-0 41-3-0 4 --044-6-12 _12 44-6.12 late Offsets X,Y — 3:0-2-12,0-1-8 8:0-5-4,0-2-8 , 10:0-2-12,0-2-8 , rl1:0-4-4,0-3-0 , 13:0-3-0,0-1-12 , 17:0-3-0,0-2-8 , 20:0-3-8 0-3-0 21:0-2-8,0-3-4 , 23:0-3-0,0-1-0 OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 TIIC 0.84 Vert(LL) -0.29 20-21 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 ¢C 0.97 Vert(CT) -0.52 20-21 >960 180 CLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.09 24 n/a n/a CDL 10.0 Code FBC2020ITP12014 T atrix-S Weight: 322 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 "Except' T2,T4: 2x4 SP M 31 OT CHORD 2x4 SP No.2 "Except' B4,67: 2x4 SP No.3 JEBS 2x4 SP No.3 "Except` W2,W11: 2x4 SP No.2 )THEIRS 2x8 SP No.2 -RACING- OP CHORD tructural wood sheathing directly applied or 2-2-0 oc urlins. OT CHORD :igid ceiling directly applied or 2-2-0 oc bracing. JEBS Row at midpt -22, 6-20, 7-20, 8-20, 8-17, 10-17, 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ;EACTIONS. (lb/size) 3 = 2549/0-8-0 (min. 0-3-1) 4 = 2274/0-6-12 (min. 0-1-8) lax Horz 3 = 569(LC 10) lax Uplift 3 = -964(LC 10) 4 = -907(LC 11) lax Grav 3 = 2601(LC 2) 4 = 2406(LC 2) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-348/39 -25 =-3765/1991 4-25 =-3653/2015 -5 =-3554/2078 5-6 =-3375/2101 -26 =-2800/1820 7-26 =-2686/1838 -8 =-2757/1888 8-9 =-2700/1778 -27 =-2723/1796 10-27 =-2723/1796 0-11 =-760/462 TOP CHORD 1-2 = -3/0 2-3 =-348/39 3-25 =-3755/1991 4-25 =-3653/2015 4-5 =-3554/2078 5-6 =-3375/2101 6-26 =-2800/1820 7-26 =-2686/1838 7-8 =-2757/1888 8-9 =-2700/1778 9-27 =-2723/1796 10-27 =-2723/1796 10-1 =-7601462 BO CHORD 2-23 =-36/295 22-23 =-605/417 21-22 =-2219/3372 21-28 =-2082/3194 20-28 =-2082/3194 20-29 =-1830/2895 19-?.9 =-1830/2895 18-19 =-119/103 17-18 = 0/103 9-17 =-734/609 17-3O =-4471733 16-30 =-447/733 13-116 =-447/733 12-13 = -8111 15-11 = 0/0 14-31 = 010 12-14 = 0169 12-24 = -110/0 11-�4 =-2494/1488 WEBS 15-16 = 0/35 3-23 =-2401/1744 3-2� =-1933/3280 4-22 =-405/405 4-21, -328/285 6-21 =-72/443 6-20 =-1029/709 7-20 =-879/1631 8-2 _-870/516 8-19 =-436/386 17- 9 =-1735/2879 8-17 =-386/209 10- 7 =-164112578 10-13 =-1861/1407 11- 3 =-1372/2294 1) Unbalanced roof live loads have been considered for this idesign. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=18ft; Cat. II-, Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0, Exterior(2R) 18-10-0 to 234-0, Exterior(2E) 23-4-0 to 27-114, Interior(1) 27-114 to 37-3-0, Exterior(2R) 37-3-0 to 41-9-0, Extedor(2E) 41-9-0 to 43-9-12 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin =19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 964 lb uplift at joint 23 and 907 lb uplift at joint 24. X�lll // 11 r r lll��i eL�9// i P 76051 ' STATE OF 1 N� 3 lb Truss Truss Type Qty Ply t69$ A4 Roof Special 1 1 Job Reference (optional) outhern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:21 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-dOW BJraj_Fe58sKVHa?2nSzVhftsgcvpoeknOzhtb4 2-4-0 44-6-12 -0- -12 9-2-14 16-1-12 234-0 29-11 4 33-5 0 38 6-8 43 8-0 43 0 0- -12 6-10-14 6-10-14 7-2-4 6 7 4 3-5 12 5-1-8 5 1 8 0- -0 2-4-0 0-9-12 Dead Load DeB. =1741n 6x6 = 6x8 = 5x5 = 6x6 = 7 6x8 = 5.00 F12 5x5 = 2x4 = 26 27 5x8 = 2x4 II 3.50 = NOP2x STP= 3x4 i 8 9 10 11 6------------ 28 3x6 G 3x4 5 W1 w1 4 W6 W8 3 d 3x7 9 25 3rN21 17 1 4 14 5x6 = 16 1. J� d 3x5 = 23 22 21 20 30 19 SA = 18 13 12 NOP2X STP= 5x6 = 5x5 = 3x8 = Sx7 = 2x4 11 1.5x4 II 2x4 II 2.5x5 II 2-4-0 9-2-14 16-1-12 23-4-0 29-11-4 33-5-0 38-6-8 41-3-0 12 44-6- 0_ _12 44-6-12 'late Offsets (X,Y)— [3:0-2-12,0-1-8], [7:0-2-8,Edge], [8:0-2-12,0-2 8], [10:0-1-12,0-1-12], [11:0-4-0,0-0-4], [11:0-2-8,0-2-4], [16:0-1-12,0-2-4], [17:0-2-0,0-2-12], [19:0-3-8,0-3-0], 21:0-2-8 0-3-0 23:0-3-0 0-1-4 .OADING(psf) SPACING- 2-0-0 61. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) -0.28 20-21 >999 240 MT20 2441190 'CDL 15.0 Lumber DOL 1.33 3C 0.95 Vert(CT) -0.50 20-21 >993 180 ;CLL 0.0 * Rep Stress Incr YES 1VB 0.97 Horz(CT) 0.09 24 n/a n/a ;CDL 10.0 Code FBC2020lrP12014 atrix-S Weight: 312 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 *Except- 6) This truss has been designed for a 10.0 psf bottom T4,T1: 2x4 SP No.2 *Except* TOF CHORD chord live load nonconcurrent with any other live loads. IOT CHORD 2x4 SP No.2 B4: 2x4 SP No.3 9-10 11-# =-3000/1889 10-28 =-1792/1115 =-1792/1115 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a VEBS 2x4 SP No.3 *Except* BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the W2,W11: 2x4 SP No.2 2-2 =-36/295 22-23 =-606/418 bottom chord and any other members, with BCDL = )THEIRS 2x8 SP No.2 21-T2 =-224613368 21-29 =-2112/3183 10.Opsf. IRACING- 20-9 =-2112/3183 20-30 =-1954/3055 8) Bearing at joint(s) 24 considers parallel to grain value 'OP CHORD 19- 0 =-1954/3055 18-19 =-95/112 using ANSI/TPI 1 angle to grain formula. Building structural wood sheathing directly applied or 2-2-0 oc 17- 8 = 0/51 9-17 =-352/242 designer should verify capacity of bearing surface. uriins. 16- 7 =-1115/1792 15-16 = -20/28 9) Provide mechanical connection (by others) of truss to IOT CHORD 14- 5 = -20/28 12-13 = 0/0 bearing plate capable of withstanding 964 lb uplift at joint tigid ceiling directly applied or 2-2-0 oc bracing. 12- 4 = 0/55 14-24 = 0/130 23 and 908 lb uplift at joint 24. VEBS 1 l-4 4 =-2244/1485 Row at midpt WEDS -22, 6-20, 7-20, 8-20, 10-17, 10-16, 11-16 13-15 = 0/42 =-1972/3278 =-331/286 3-23 =-2402/1765 4-22 =-404/413 6-21 =-75/436 MiTek recommends that Stabilizers and required 3-2� 4-21 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 6-20 =-1016/690 7-20 =-77611559 tEACTIONS. (lb/size) 3 = 2549/0-8-0 (min. 0-3-1) 4 = 2274/0-6-12 (min. 0-1-8) lax Horz 3 = 570(LC 10) lax Uplift 3 = -964(LC 10) 4 = -908(LC 11) lax Grav 3 = 2597(LC 2) 4 = 2355(LC 2) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-347/39 -25 =-3750/2033 4-25 =-3649/2057 -5 =-3544/2125 5-6 =-3364/2149 -26 =-2805/1879 7-26 =-2694/1896 -27 =-2693/1892 8-27 =-2783/1874 -9 =-2987/1880 17-�9 =-1947/3089 8-17 =-233/179 10-�7 =-1191/1867 10-16 =-188411339 11-16 =-1685/2714 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Va d=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ex erior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0, Ex erior(2R) 18-10-0 to 27-10-0, Interior(1) 27-10-0 to 39.3-12, Exterior(2E) 39-3-12 to 43-9-12 zone; cantilever Is exposed ;C-C for members and forces & MWFRS for re ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 LrrPin = 20.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 411 plates are MT20 plates unless otherwise indicated. `1o\1t I I I In /I/ �e\N ,NN ��e%i P 76051 ' 1 / E STATE OF !! i): .41 �Ssi©NAti- V� N '///1111110' 4 7b Truss Truss Type Qty Ply 4696 A5 Roof Special 1 1 Job Reference (optional) iouthem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:22 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-5a3tLfrCUI NVjIRW 3_5Ea_754_967f32SOHKrzhtb2 2-4-0 -0- -12 9-2-14 16-1-12 23-4-0 30-0-0 31-11 4 3- 38-6 8 44112 0- -12 6-10-14 6-10-14 7-2 4 6-8-0 1-11-4 -5-1 5-1-8 6-0 4 2-4-0 Dead Load Defl. =1l4 in 54 = 7 5.00 12 6x8 = 27 2823'A2x4 11 5x14 = 3x4 4 x5 = 3Sx4 = NOP2X STP= 6 10 11 12 3z6 i 29 3x4 5 4 W6 W8 W1 W1 L 4 3x8 L 26 1 3 21 8 1 5 15 Iw 6x9 = 17 = d 1. d 3x5 = 24 23 22 30 21 31 20 19 4x4 = 14 13 NOP2X STP= 5x6 = 56 = 3x8 = 7x8 = 2x4 II 1.5x4 11 2x4 11 2.54 II 2-4-0 9-2-14 16-1-12 23-4-0 30-0-0 33-5-0 38-6-8 41-3-0 44-6-12 0- -12 44-6-12 plate Offsets X,Y 3:0-3-8 0-1-8 , 11:0-1-12,0-1-12 , 12:0-5-4, -3-0 , 17:0-1-12,0-1-8 , 18:0-2-4,0-2-12 , 20:0-4-0,0-3-0 , 22:0-2-8,0-3-0 , 24:0-3-0 0-1-4 .OADING(psf) SPACING- 2-0-0 PSI. DEFL. in (loc) I/deft L/d PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) -0.29 21-22 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 k 0.95 Vert(CT) -0.52 21-22 >954 180 3CLL 0.0 ' Rep Stress Incr YES j B 0.98 Horz(CT) 0.09 25 n/a n/a 3CDL 10.0 Code FBC2020/TP12014 atrix-S Weight: 311 lb FT = 4% -UMBER- -OP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 30T CHORD 2x4 SP No.2 `Except' B4: 2x4 SP No.3 NEBS 2x4 SP No.3 *Except* W2,W1 1,W13:2x4 SP No.2 ETHERS 2x8 SP No.2 3RACING- OP CHORD 3tructural wood sheathing directly applied. 30T CHORD Ugid ceiling directly applied or 2-2-0 oc bracing. NEBS I Row at midpt 1-23, 6-21, 7-21, 8-21, 11-18, 11-17, 12-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2EACTIONS. (lb/size) '-4 = 2549/0-8-0 (min. 0-3-1) '5 = 2274/0-6-12 (min.0-1-8) flax Horz '4 = 533(LC 10) flax Uplift 1.4 = -970(LC 10) '-5 = -898(LC 11) ,lax Grav !4 = 2598(LC 2) ?5 = 2357(LC 2) -ORCES. (lb) - Maximum Compression/Maximum Tension SOP CHORD 1-2 = -3/0 2-3 =-345/40 3-26 =-3752/2053 4-26 =-3650/2076 1-5 =-3546/2149 5-6 =-3366/2173 i-27 =-2806/1902 7-27 =-2694/1919 '-28 =-2694/1928 8-28 =-2792/1910 1-9 =-3303/2078 9-10 =-3454/2156 10-11 =-3473/2167 11-29 =-2074/1278 12-29 =-2074/1278 3) Building Designer / Project engineer responsible for TO CHORD verifying applied roof live load shown covers rain loading 1-2 3-2 3-5 = -3/0 =-3752/2053 2-3 4-26 = 345/40 =-3450/2076 requirements specific to the use of this truss component. =-375212053 5-6 =-3650/2076 173 4) Provide adequate drainage to prevent water ponding. 6-2 =-3546/2149 7-27 = -3366/ 5) All plates are MT20 plates unless otherwise indicated. JJ 7-2 , =-260611902 8-27 =-2792/1910 6) This truss has been designed for a 10.0 psf bottom 8-9 I 8-9� =-2694/1928 9-28 =-2792/1910 chord live load nonconcurrent with any other live loads. 1 =-3303/2078 11-29 =-3454/2156 7)' This truss has been designed for a live load of 12-11 =-347312167 20.Opsf on the bottom chord in all areas where a BO2 CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the 13- 5 = 0/55 15-25 = 0/130 bottom chord and any other members, with BCDL = 12- 5 24 =-2245/1474 2-24 = -37012 8) Bearingconsiders parallel to grain value 8) Bearing at joint(s) 23 =-571/387 22-23 =-2198/3369 le using 1 angle to grain formula. Building 22-30 =-2069/3186 21-30 =-2069/3186 designer should verify capacity of bearing surface. er should 21-31 =-1955/3070 20-31 =-1955/3070 9) Provide mechanical connection (by others) of truss to 19- 0 =-106/136 18-19 = -4/44 bearing plate capable of withstanding 970 lb uplift at joint 10-18 =-4021308 17-18 =-1278/2074 24 and 898 lb uplift at joint 25. 16-17 = -23/33 15-16 = -23/33 13-14 = 0/0 14-�'6 = 0142 3-24 =-240211775 3-2 =-1987/3278 4-23 =-403/415 4-22 =-330/283 6-22 =-741434 5-21 =-1018/695 7-21 =-838/1593 B-2� =-924/576 8-20 =-58/435 18-20 =-2141/3474 9-18 =-118/208 11-I1�8 =-126411989 11-17 =-1883/1326 12-p7 =-1784/2902 9-20 =-1250/680 1) Unbalanced roof live loads have been considered for thi� design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. II; �xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0. Exterior(2R) 18-10-0 to 27-10-0, Interior(1) 27-10-0 to 39 3-12, Exterior(2E) 39-3-12 to 43-9-12 zone; cantilever leftlexposed ;C-C for members and forces & MWFRS for regIctions shown; Lumber DOL=1.60 plate grip DOL=1.60 LrMin = 20.0 psf '\\o�ti N ��cZNSF ` P 76051 q 1` STATE OF • �• lllrlllll� 5 b Truss Truss Type Oty Ply 696 A6 Roof Special 1 1 Job Reference o tios euthem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:22 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-5a3tLfrCU I NVjI RW 3-5Ea_7p4zjbAF32SO H Krzhtb3 2-4-D .0- _12 9-2-14 16-1-12 23.4-0 30-0-0 33-11-4 38-9-10 44-6-12 5-9-2 0• '-12 6 10-14 6-10-14 7-2-4 6-8-0 3-11-4 4-10 6 2-4-0 Dead Load DeO. 01141n 5z5 = 7 5.00 12 3x4 4 27 28 3x9 C 6x8 = 6 8 2z4 II 5z14 = 5x5= 1.5z411 NOP2X STP= 3z8 i 910 11 12 3x4 5 29 4 W6 W8 2 13 W1 L 4 3x8 4 26 3 N21 18 1 5 15 17 = d 3z5 = 24 23 22 30 21 31 20 19 Bx9 14 13 NOP2.X STP= 54 = 5x5 = 3x8 = Sz7 = 2z4 11 1.5x4 II 2z4 II 2.5x5 II 9-2-14 16-1-12 23-4-0 30-0-0 33-5-0 38-9-10 41-3-0 44 6-12 i-4-0 0_ .1 44-6-12 ,late Offsets X,Y — 3:0-3-8,0-1-8 :0-2-8,Ed e , 8:0-3-6 0-1-8 , 12:0-5-4,0-3-0 , 17:0-2-4,0-2-12 , 18:0-2-8 0-3-0 , 20:0-3-8,0-3-0 , 22:0-2-8,0-3-0 24:0-3-0,0-1-4 OADING (psf) SPACING- 2-0-0 SI. DEFL. in (loc) Vdefl Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 C 0.93 �C Vert(LL) -0.30 21-22 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 0.98 Vert(CT) -0.54 21-22 >916 180 CLL 0.0 ' Rep Stress Incr YES �B 0.82 Horz(CT) 0.10 25 n/a n/a •CDL 10.0 Code FBC2020/TP12014 l?1atrix-S Weight: 303 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 ,OT CHORD 2x4 SP No.2 `Except" B7,B4: 2x4 SP No.3 VEBS 2x4 SP No.3 *Except* W2,W1 1,W1 3:2x4 SP No.2 )THERS 2x8 SP No.2 iRACING- 'OP CHORD structural wood sheathing directly applied. IOT CHORD rigid ceiling directly applied or 2-2-0 oc bracing. VEBS Row at midpt -23, 6-21, 7-21, 8-21, 10-17, 12-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 4 = 254910-8-0 (min. 0-3-1) :5 = 2274/0-6-12 (min.0-1-8) 4ax Horz :4 = 497(LC 10) 4ax Uplift :4 = -975(LC 10) :5 = -890(LC 11) Aax Grav 14 ) 5 = 2356(LC 2LC °ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-343/42 t-26 =-3750/2070 4-26 =-3648/2094 •-5 =-3544/2169 5-6 =-3365/2193 i-27 =-280411923 7-27 =-2691/1940 '-28 =-2691/1948 8-28 =-2789/1931 1-9 =-4157/2600 9-10 =-4194/2611 0-11 =-2350/1437 11-29 =-2350/1437 2-29 =-2350/1437 1-2 4-5 8-9 10- 12- 9-1 16• 13• CHORD = -3/0 =-3750/2070 =-354412169 =-280411923 =-2691/1948 = 4157/2600 1 =-235011437 9 =-2350/1437 CHORD 5 = 0/55 5 =-2248/1460 4 =-535/356 0 =-2023/3185 1 =-1924/3070 0 =-116/145 = -48/24 7 = -26/36 4 = 0/0 2-3 =-343/42 4-26 =-3648/2094 5-6 =-336512193 7-27 =-2691/1940 8-28 =-2789/1931 9-10 =-4194/2611 11-29 =-2350/1437 15-25 = 0/124 2-24 =-381290 22-23 =-2148/3368 21-30 =-2023/3185 20-31 =-1924/3070 18-19 = 0/47 17-18 =-242113911 15-16 = -26/36 14-16 = 0/42 3-24 =-240211784 3-26 _-2002/3277 4-23 =-404/418 4-22 =-329/281 6-22 =-73/436 6-2� =-1020/694 7-21 =-852/1590 8-2 =-926/598 8-20 =-732/592 18-20 =-1884/3061 8-18 =-899/1576 10 8 =-463/319 10-17 =-2124/1339 1217 =-189613109 11-17 =-500/420 1) �nbalanced roof live loads have been considered for this design. 2) 1 ind: ASCE;7 16; Vul1=170mph (3-second gust) Va d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. 11; xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0, Ex erior(2R) 18-10-0 to 27-10-0, Interior(1) 27-10-0 to 39-3-12, Exterior(2E) 39-3-12 to 43-9-12 zone; cantilever lef� exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrri. in = 20.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 8) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 975 lb uplift at joint 24 and 890 lb uplift at joint 25. X01I 111!// � N���' EN ��� l��/ [P 76051 STATE OF %,44-1 friiill�� 6 b Truss Truss Type Oty Ply i696 A7 Roof Special Gpirder 1 1 Job Reference (optional) outhern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Pdnt: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:23 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-ZncFZ?sgFbVMLSOidhcT7CXMsUPu KZwCH67rsHzhtb2 24-0 -0 -12 9-2.14 16-1-12 23-8-1 23-0-0 2 - 30-0-0 35-11-4 39.1.16 44-6-12 0 -12 6-1014 6-10-14 6-10-4 0-0- 6-3-15 511-4 4-0-2 4-7-6 2-4-0 0-4-1 Deed Load Deft. =1141n 5x5 = 7 5,00 12 3x4 3x9 6x8 = 8 5 r 1.5x5 = 2x4 II SX16 = 3x6� 9 1,5x411 NOP2X STP= 5x8 = 3x4 4 5 10 11 12 4 W6 W8 29 L W N 2 3 37x10 = 5 'il�' 2 19 8 15 5x9 = 18 17 1. d US = 25 24 23 31 22 82 21 20 3'S — 1.5x4 It 14 13 NOP2X STP= 46 = 5x5 = US = 5x7 = 2x4 It 1.5x4 11 25x4 II 1 Sx5 II 2-4-0 9-2-14 16-1-12 23-4-0 30-0-0 33-5-0 35-11-4 39-11-6 1-3- 44-6-12 0_ _12 'late Offsets (X,Y)— [3:0-2-12,0-1-8], [8:0-3-6,0-1-8], [10:0-5.4,0-2 44-6-12 ], [12:0-7-4,0-3-0], [13:0-1-12,0-0-4], [15:0-3-0,0-0-8], [18:0-1-12,0-1-12], [1.9:0-3-8,0-3-0], [21:0-3-8,0-3-0], 23:0-2-8,0-3-0 24:0-3-0 0-1-8 25:0-2-12 0-0-12 , 26:0-4-8 0-3-8 , 27:0-2-0 0-0-12 OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP CLL 30.0 Plate Gdp DOL 1.33 0.65 Vert(LL) -0.30 21-22 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 1C C 0.60 Vert(CT) -0.53 21-22 >937 180 CLL 0.0 " Rep Stress Incr NO B 0.98 Horz(CT) 0.11 28 n/a n/a .CDL 10.0 Code FBC2020/TPI2014 Tatdx-S Weight: 306 lb FT = 4% .UMBER - OP CHORD 2x4 SP M 31 'Excepr T4: 2x4 SP No.2 ;OT CHORD 2x4 SP M 31 *Except* B4: 2x4 SP No.3, 136,133: 2x4 SP No.2 VEBS 2x4 SP No.3 *Except* W2,W1 1,W1 5:2x4 SP No.2 W14,W16: 2x4 SP M 31 )THEIRS 2x8 SP No.2 IRACING- OP CHORD Itructural wood sheathing directly applied or 2-5-1 oc urlins. fOT CHORD tigid ceiling directly applied or 6-4-0 oc bracing. VEBS Row at midpt 6-22, 8-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 5 = 2549/0-8-0 (min. 0-2-2) 8 = 2274/0-6-12 (min. 0-1-8) lax Horz 5 = 460(LC 27) lax Uplift .5 = -980(LC 8) :8 = -890(LC 9) lax Grav :5 = 2597(LC 2) :8 = 2356(LC 2) :ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-199/51 .-4 =-3749/1364 4-5 =-3545/1293 4 =-3365/1317 6-7 =-2804/1082 -8 =-2789/1102 8-9 =-4145/1577 1-10 =-4203/1522 10-11 =-4180/1588 1-29 =-4234/1596 21-3 19-2 18-1 16-1 13-1 =-4234/1596 = -7/100 =-1866/754 =-47/194 =-1528/3366 =-1285/3184 =-104113068 = 0/50 =-1498/4114 =-2751751 = 0/0 5 = -30/31 =-1035/3247 =-3291282 =-1017/624 =-925/531 1 =-1000/2981 B =-1558/642 7 =-1434/516 6 =-330/242 6 =-143/220 12-30 =-4234/1596 15-28 =-48/255 12-27 =-1991/802 24-25 =-507/165 23-31 =-1285/3184 22-32 =-1041/3068 20-21 =-82/209 9-19 =-154/128 17-18 =-286/796 15-16 =-275/751 3-25 =-2388/1036 4-24 =-404/248 6-23 =-74/436 7-22 =-52011589 8-21 =-716/340 8-19 =-639/1553 10-19 =-485/235 17-26 =-157/136 18-26 =-1357/3724 12-26 =-196916269 roof live loads have been considered for d: ASCE 7-16; Vult=170mph (3-second gust) 132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope); ver left exposed ; Lumber DOL=1.60 plate grip 1.60 Lrmin = 20.0 psf ding Designer / Project engineer responsible for ig applied roof live load shown covers rain loading ;ments specific to the use of this truss component. vide adequate drainage to prevent water ponding. >lates are MT20 plates unless otherwise indicated. I truss has been designed for a 10.0 psf bottom 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, with BCDL = 10.0psf. 8) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 980 lb uplift at joint 25 and 890 lb uplift at joint 28. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 32 lb up at 41-0-4, and 30 lb down and 32 lb up at 43-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-7=-90, 7-10=-90, 10-12=-90, 2-20=-20 16-19=-20, 13-14=-20 `xo111 I ! 11/N `��Q���P��cEh1SF PP 76051 STATE OF ; ��srlj �� �0NA - �11)111111 7 Truss Truss Type Oty PIY 696 A8 Roof Special irder 1 1 Job Reference (optional) )uthem.Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.620 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:24 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-1 zAdmKtTOvdDycbvAP7ifP4SNuIM32hMVmtOOjzhtb1 11-0-0 2.4-0 0- -12 9-2-14 16 1-12 25-8-1 30-0-0 33-5-0 36 8 11 40-3-14 44 6 12 0- -12 6-10-14 6-10-14 10-4 4-8-1 4-3-15 3-5 0 3-3-11 3-7-3 4-2-14 2.4-0 Dead Load DeB. =1/41n 5x5 = 5x5 = 5.00 F12 7 8 1.Sx4 II 3.5x4 9 2x4 II 3x6 4 10 3x4 i 6 3z4 C w 8 11 WO= 4 5x8 = INOP2X STP= 12 13 2 w14 Id 3 3x8 G 5 16 16 =d 3 i /6 N21 0 1 T 16 l� 19 - = 6x8 = 1 Re5 d 3x5 = 26 25 24 29 30 23 31 32 22 21 3x4 = 4z8 =15 14 NOP2X STP= 4x6 = 5x8 = 3x4 = Sx9 = 2x4 11 1.5x4 II 2z4 11 1.5x5 II 2-4-0 9-2-14 16-1-12 23-4-0 30-0-0 33-5-0 36-8-11 40-3-14 41-3 0 44-6-12 0- _12 44-6-12 late Offsets (X,Y)— [3:0-34,0-1-8], [9:0-1-8,0-1-12], [12:0-2-12,0- -8], [13:0-3-8,0-4-12], [16:0-2-0,0-1-0], [18:0-3-8,0-1-8], [20:0-2-12,Edge], [22:0-3-12,0-3-0], [24:0-2-12,0-3-0], 25:0-3-0,0-1-8 26:0-2-12 0-0-12 DADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES GRIP ELL 30.0 Plate Grip DOL 1.33 iB C 0.99 Vert(LL) -0.31 23-24 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.58 Vert(CT) -0.54 22-23 >915 180 CLL 0.0 Rep Stress Incr NO 0.89 Horz(CT) 0.03 13 n/a n/a CDL 10.0 Code FBC2020ITP12014 atrix-S Weight: 299 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31, T5: 2x6 SP No.2 OT CHORD 2x4 SP M 31 *Except* 64: 2x4 SP No.3, B6,B3: 2x4 SP No.2 /EBS 2x4 SP No.3 *Except* W2,W11: 2x4 SP No.2, W16: 2x4 SP M 31 RACING - OP CHORD tructural wood sheathing directly applied, except end �rticals. OT CHORD igid ceiling directly applied or 5-8-10 oc bracing. /EBS Row at midpt -24, 7-23, 8-23, 8-22, 9-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. EACTIONS. (lb/size) 3 = 2955/0-6-12 (min. 0-3-8) 5 = 2580/0-8-0 (min. 0-2-3) lax Horz 6 = 351(LC 8) lax Uplift 3 = -1270(LC 9) 6 = -983(LC 8) lax Grav 3 = 2955(LC 1) 6 = 2631(LC 2) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD .2 = -3/0 2-3 =-187/45 -4 =-3813/1373 4-5 =-3614/1291 .6 =-3511/1315 6-7 =-3606/1519 -8 =-281511105 8-9 =-3506/1460 -10 =-4384/1733 10-11 =-4434/1646 1-12 =-4875/1824 12-27 =-4894/1950 7-28 =-4897/1952 I =-4902/1954 i = -9/138 CHORD =-11/182 i =-142813427 =-873/2769 =-81012773 =-81012773 1 = 0/45 =-1620/4453 3 =-67/147 i = 0/0 7 = 0/40 =-1051/3323 =-3231313 =-62911019 =-1961352 =-1607/859 =-812/1806 8 =-2295/986 9 =-1121329 14-16 = 0/57 25-26 =-392/195 24-29 =-873/2769 23-30 =-873/2769 31-32 =-810/2773 21-22 =-84/205 10-20 =-266/216 18-19 =-187014715 16-17 =-67/147 3-26 =-2418/1039 4-25 =-421/250 6-24 =-568/458 7-23 =-159/375 8-22 =-594/972 20-22 =-906/3083 12-19 =-399/329 13-18 =-2090/5271 11-20 =-617/374 roof live loads have been considered for d: ASCE 7-16; Vult=170mph (3-second gust) 132mph; TCDL=5.Opsf,- BCDL=5.Opsf; h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope); ver left exposed; Lumber DOL=1.60 plate grip 1.60 Lrmin = 20.0 psf ding Designer / Project engineer responsible for ig applied roof live load shown covers rain loading ;ments specific to the use of this truss component. vide adequate drainage to prevent water ponding. dates are MT20 plates unless otherwise indicated. s truss has been designed for a 10.0 psf bottom 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1270 lb uplift at joint 13 and 983 lb uplift atjoint 26. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 409 lb down and 284 lb up at 41-0-4, and 409 lb down and 286 lb up at 43-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-7=-90, 7-8=-90, 8-12=-90, 12-13=-90, 2-21=-20, 17-20=-20, 14-15=-20 Concentrated Loads (lb) Vert: 27=-353 28=-359 SO1 BL4IN P 76051 .-* STATE OF cr �roj �A ni1 11III1`i8 Truss Truss Type Qty Ply 696 A9 Hip 1 1 Job Reference (optional) Run: 8.520 s wthem Truss Co., Fort Pierce, FL 34951 ID:RrxO3A 5KN4 mBGtODVkOGzhypa- 9k7zgu5nrDm4amA k6exCdce7? PoVvVkQcxxAzhtbO 2-4-0 -0 -12 9-2-14 16-1-12 1 210-4 -0-0 23 4-0 27-8-1 30-0-0 37-1 4 44 2 8 4-0-0 44-0 2-315 0- -12 6.10-14 6-10-14 2.4-0 Dead Load Defl. =114In 5x5 = 1.5x4 II 5x5 = 5.00 12 7 8 9 1.5x4 II 1.5x4 II 10 6 3.5x6 i 21 22 5x7 C 3x4 5 11 4 p 23 W11 5x7 3x8 G 20 3 4 21 27 3x5 = 19 18 17 24 25 16 26 15 14 13 NOP2X STP= 5x6 = 5x8 3x8 = 5x8= BA 4z6 MT20HS II 2.5x5 II 2 4-0 9-2-14 1 16-1-12 234-0 30-0-0 1 37-1-4 1 44-2-8 late Offsets X Y — 3:0-3-40-1-8 1, 1:0-3-8,0-3-4 12:0-2-12,0-2-4 44-2-8 , 13:Ed a 0-3-8 , 15:0-4-0,0-3-0 , 17:0-2-12,0-3-4 19:0-3-0,0-1-4 OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES MT20 GRIP 244/190 CLL 30.0 Plate Grip DOL 1.33 C 0.92 C 0.98 Vert(LL) -0.31 16-17 >999 240 Vert(CT) -0.55 16-17 >907 180 MT20HS 187/143 CDL 15.0 Lumber DOL 1.33 CLL 0.0 ' Rep Stress Incr YES yV6 0.89 HOrz(CT) 0.15 13 n/a n/a Weight: 276 lb FT = 4% .CDL 10.0 Code FBC2020/TP12014 atrix-S ,UMBER - 'OP CHORD 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 31 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 *Except* W2,W13: 2x4 SP No.2 IRACING- 'OP CHORD ;tructural wood sheathing directly applied or 2-2-0 oc ,urlins, except end verticals. IOT CHORD tigid ceiling directly applied or 2-2-0 oc bracing. VEBS Row at midpt -18, 11-15, 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 9 = 2563/0-8-0 (min. 0-3-1) 3 = 2288/Mechanical Aax Horz 9 = 264(LC 10) Aax Uplift 19 =-943(LC 10) 13 =-822(LC 11) ,Aax Grav 19 = 2613(LC 2) 13 = 2338(LC 2) =ORCES. (lb) - Maximum Compression/Maximum Tension rOP CHORD 1-2 = -3/0 2-3 =-352/36 3-20 =-3787/2204 4-20 =-3689/2228 t-5 =-3575/2285 5-21 =-3477/2295 5-21 =-3470/2309 6-7 =-354712545 r-8 =-3081/2248 8-9 =-3081/2248 1-10 =-3462/2528 10-22 =-3399/2314 11-22 =-3508/2290 11-23 =-3565/2305 12-23 =-3748/2290 12-13 =-2219/1474 30T CHORD i-19 =-29/304 BO CHORD 18-1 =-291/205 17-18 =-1915/3405 1714 =-1541/2906 24-25 =-1541/2906 16- 5 =-1541/2906 16-26-154912903 26- 7 =-1549/2903 15-27 =-1549/2903 14-115 =-2001/3382 13-14 =-1601217 WUS 3-1 , _-2411/1839 3-18 =-2146/3326 4-18 =-4161443 4-17 =-3301328 6-1�, =-505/556 7-17 =-630/907 7-16 =-205/546 8-16 =-441/417 9-1 =-1871553 9-15 =-657/876 10- 5 =-486/532 11-15 =-381/347 11- 4 =-4221420 12-14 =-1863/3209 NOsl�ind: ES- 1)nbalanced roof live loads have been considered for thiesign. 2) ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; qxp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext rior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 12-7-10, Extbrior(2R) 12-7-10 to 34-0-7, Interior(1) 34-0-7 to 39-b-12, Extedor(2E) 39-6-12 to 44-0-12 zone; cantilever left lexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for vegfying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) k rovide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 alive 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, with BCDL10 = �efer f. 8)8) to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 19 and 822 lb uplift at joint 13. \\�� M B►rr i� NN i P 76051 I STATE OF , A ` %�4/ 1 �j 0.c�'-;ctoR1�'N Truss Truss Type Oty Ply 696 B1 Roof Special I 1 1 Job Reference (optional) wthem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:26 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-zLIOBOvjYWuxCwkHlg9Alg9pRiM1 X?3fz4MVTczhtb? 2-4-0 0- -12 9 8-0 17-0-0 23 4-0 29-8-1 354-13 6 4-0 5 8 12 41-1-9 44-2-8 5$-12 3-0-15 0--12 7 4 0 7-4-0 6-4-0 2-4-0 Dead Load Deft. =1141n 5x - 1.5x4 II 5x5 = 5.00 F12 5 22 6 23 7 6x8 MT20HS4 21 24 3x4 c 8 4 5x5 = 4.5 = 9 10 3x8 i 20 4 // ( 3 N21 d Us = 19 18 17i6 25 15 26 14 13 12 11 NOP2X STP= 5x6 = 46.1 3x8 = 6x6 = 3x4 = 4x5 = 2x5 II 2.5x5 II K4 = 2-4-0 9-8-0 1 17-0-0 234-0 1 29-8-1 1 35-4-13 41-1-9 1 44-2-8 0 12 44-2-8 late Offsets (X Y) [3.0 3 8 0 1 8] 14.0 4 0 0 3 4] [5.0 3-12 0-2-8] [10.0-1-12 0-2-0] [11•Edge 0-3-81[12 0-1-12 0-2-0] [19.0-3-0 0-1-41 DADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft L/d PLATES GRIP ALL 30.0 Plate Grip DOL 1.33 C 0.95 Vert(LL) -0.29 14-15 >999 240 MT20 244/190 :�DL 15.0 Lumber DOL 1.33 C 0.95 Vert(CT) -0.52 14-15 >970 180 MT20HS 187/143 CLL 0.0 ' Rep Stress Incr YES B 0.70 Horz(CT) 0.16 11 n/a n/a CDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 262 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 *Except' T2,T1: 2x4 SP M 31 OT CHORD 2x4 SP No.2 IEBS 2x4 SP No.3 *Except* W2,W12: 2x4 SP No.2 RACING - OP CHORD tructurai wood sheathing directly applied, except end :rticals. OT CHORD igid ceiling directly applied or 2-2-0 oc bracing. IEBS Row at midpt 3-18, 4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. EACTIONS. (lb/size) 1 = 2288/Mechanical 9 = 2563/0-8-0 (min.0-3-1) lax Horz 9 = 297(LC 10) lax Uplift 1 = -825(LC 7) 9 = =951(LC 6) lax Grav 9 = 2608(LC 2) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-339/49 -20 =-3821/2448 4-20 =-3717/2473 -21 =-3495/2484 5-21 =-3379/2501 -22 =-3430/2662 6-22 =-3430/2662 -23 =-3430/2662 7-23 =-3430/2662 -24 =-3354/2522 8-24 =-3445/2502 -9 =-3719/2534 9-10 =-2477/1621 0-11 =-2291/1542 -OT CHORD -19 =-45/288 BOT CHORD 18-1 =-337/265 16-1 =-226513431 15-2 =-2008/3109 14-2b =-2000/3085 12-1 =-1709/2597 WE S 3-19' =-240511952 4-1 a =-3701462 5-16 =-1441484 6-1 =-6421581 7-1 =-175/510 8-1 =-2091293 9-12 =-207011505 1)L this 17-18 =-2265/3431 16-25 =-2008/3109 15-26 =-2000/3085 13-14 =-2253/3369 11-12 = -21/27 3-18 =-2353/3305 4-16 =-439/412 5-15 =-333/699 7-15 =-3451724 8-14 =-430/356 9-13 =-5931842 10-12 =-2148/3291 roof live loads have been considered for 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. II; qxp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 12-6-0, Ext nor(2R) 12-6-0 to 21-6-0, Interior(1) 21-6-0 to 25-2-1 terior(21R) 25-2-1 to 34-2-1, Interior(1) 34-2-1 to 41-1-9, Exterior(2E) 41-1-9 to 44-0-12 zone; cantilever left exposed ;C-C for members and forces & MWFRS for rea tions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrn)in = 20.0 psf 3) Yuilding Designer / Project engineer responsible for ver`fying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) bll plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) i 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, with BCDL = to girder(s) for truss to truss connections. i 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 11 and 951 lb uplift at joint 19. �x\0111111N�� B �/t ;00 a V�GENSF V76P051 C 1 r STATE OF 4-1 "•� .c'�;cL�OR� P'G� r/� ��/� oNA ION \,~tea liilll10 b Truss Truss Type Qty Ply 1696 B2 Roof Special 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:27 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-RYsmOMvLlgOop3JUsXhPH2i_c5imGQ1 oCk52?2zhtb_ 2.4-0 -0- -12 8 8-0 15-0-0 20.6.2 26-1-15 .31-8-1 5-7-14 39-1-9 44-2-8 7-5 8 5-0-15 0 -12 6-0-0 6-4-0 5-6-2 2.4-0 Dead Load DeB. =114 In 5.00 12 5x5 = 1.Sx4 II 4x6 = 3x4 = 5x7 = 5 3:323 6 7 8YA 9 5x6 G 22 25 5z5 = 4x6 = 4 Nr6 10 11 6 3.8 G J �^ 3 !;; a21 d 3x5 = 20 19 18 17 27 16 28 15 29 14 13 12 NOPZX STP= 5x6 = 3x4 = 46 — 3x8 = 3z4 = 7x6 = Sx6 = 2.5 II 2x5 II 21-0 8-8-0 15-0-0 1 20-6-2 26-1-15 1 31-8-1 39-1-9 44-2-8 0- -12 5:0-2-12,0-2 'late Offsets X,Y — 3:0-3-4,0-1-8 , 4:0-3-0,0-3-4 , -8 44-2-8 , :0-3-0,Edge], 9:0-4-0 0-2-4 10:0-2-8,0-3-4 , rl1:0-2-12 0-1-12 , 12:Ed e,0-3-8 20:0-3-0,0-1-0 SPACING- 2-0-0 �Sl. DEFL. in (loc) I/deft L/d PLATES GRIP .OADING(psf) 'CLL 30.0 Plate Grip DOL 1.33 T. C 0.92 Vert(LL) 0.33 15-16 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.56 15-16 >889 180 !CLL 0.0 Rep Stress Incr YES yV 3 0.78 Horz(CT) 0.17 12 n/a n/a ;CDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 262 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* 4) Provide adequate drainage to prevent water ponding. T2,T5: 2x4 SP M 31 TO CHORD 5) All plates are MT20 plates unless otherwise indicated. IOT CHORD 2x4 SP No.2 1-2 = -3/0 2-3 = -81/29 6) This truss has been designed for a 10.0 psf bottom VEBS 2x4 SP No.3 *Except* 3-21 =-3720/2467 4-21 =-362812484 chord live load nonconcurrent with any other live loads. W2,W10: 2x4 SP No.2 4-2 =-3623/2554 5-22 =-3525/2575 7) * This truss has been designed for a live load of (RACING- 5-23 =-3791/2814 6-23 =-3790/2814 20.0psf on the bottom chord in all areas where a 'OP CHORD 6-7� =-379012815 7-8 =-3790/2815 rectangle 3-6-0 tall by 2-0-0 wide will fit between the structural wood sheathing directly applied, except end 8-2 =-3787/2800 9-24 =-3788/2800 bottom chord and any other members, with BCDL = erticals. 9-2 =-352112510 10-25 =-362712493 10.0psf. IOT CHORD 10-26 =-3061/2070 11-26 =-3061/2070 8) Refer to girder(s) for truss to truss connections. tigid ceiling directly applied or 2-2-0 oc bracing. 11-12 =-2269/1596 9) Provide mechanical connection (by others) of truss to VEBS BOt CHORD bearing plate capable of withstanding 899 lb uplift at joint Row at midpt 2-20 = -19/80 19-20 =-313/176 12 and 886 lb uplift at joint 20. -19, 8-16, 11-13 18-19 =-2367/3358 17-18 =-2191/3245 = -2191/3245 16-27 =-2191/3245 MiTek recommends that Stabilizers and required 17-?7 cross bracing be installed during truss erection, in 16-28 =-2496/3788 15-28 =-2496/3788 accordance with Stabilizer Installation uide. 15-29 =-2168/3245 14-29 =-2168/3245 tEACTIONS. (lb/size) 2 = 2288/Mechanical !0 = 2563/0-8-0 (min. 0-3-1) Aax Horz !0 = 312(LC 10) Aax Uplift 2 = -899(LC 7) !0 = -886(LC 7) Aax Grav 2 = 2340(LC 2) !0 = 2612(LC 2) 'ORCES. (lb) - Maximum Compression/Maximum, Tension -OP CHORD -2 = -3/0 2-3 = -81/29 1-21 =-3720/2467 4-21 =-3628/2484 1-22 =-3623/2554 5-22 =-3525/2576 i-23 =-379112814 6-23 =-3790/2814 i-7 =-3790/2815 7-8 =-3790/2815 1-24 =-378712800 9-24 =-3788/2800 1-25 = -3521 /2510 10-25 =-3627/2493 10-26 = -3061 /2070 11-26 = -3061 /2070 11-12 =-2269/1596 3-26 =-2417/1743 3-19 =-2101/3322 4-19 =-475/458 4-18 =-191/303 5-1 P =-107/328 5-16 =-490/976 6-16 =-535/449 8-16 =-128/155 8-1 _-642/437 9-15 =-505/983 9-1�I = -2/277 10-14 =-761351 10,13 =-1932/1509 11-13 =-2494/3690 1) Unbalanced roof live loads have been considered for this design. 2) ind: ASIDE 7-16; Vult=170mph (3-second gust) Va d=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ex:nor(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 10-6-0, Ex erio,(2R)10-6-0 to 19-6-0, Interior(l) 19-6-0 to 27-2-1 E erior(2R) 27-2-1 to 36-2-1, Interior(1) 36-2-1 to 39 6-12, Exterior(2E) 39-6-12 to 44-0-12 zone;C-C for m mbers and forces & MWFRS for reactions shown; Lu ber DOL=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf 3) Puilding Designer / Project engineer responsible for ve Ifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. N�4=��GENSF P 76051 r STATE OF -o 3 Truss Truss Type Qty Ply 696 B3 Roof Special 1 1 Job Reference o tional wthem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:27 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-RYsmOMvLlgOop3JUsXhPH2i_H5kVGN4oCk5272zhtb_ 55-1-15 17-10 2 24-9-15 35-1-9 3-B2 42-2-81-0-0 -1-15 5-0-1 6-10-2 6-11-14 -0-15 Dead Load Dee. = 1141n Sx6 = 1.5x4 11 4x6 = 3x4 = 5x5 = 3 21 q 5 6 22 7 5.00 12 5x5 = 46 = 8 9 3x4 20 23 192 w6 J ZXW6 47 i 4 1 • 18 17 16 24 15 14 25 13 26 12 11 10 NOP2x STP= 4x6 = 3x4 = _ x6 _ 3x8 = 3x4 = 7x6 = 4x6 = 3x6 MT20HS II 45 II 5-1-15 11-0-0 17-10-2 24-9-15 1 31-8-1 35-1-9 1 42-2-8 42-2-8 late Offsets X,Y — 3:0-3-12 0-2-8 , 5:0-3-0,Ed e , 9:0-2-12,0-1- 2 10:Ed a 0-3-81, 11:0-1-12,0-2-4 , 14:0-2-8,0-1-8 , 17:0-3-0,0-1-8 OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 C 0.95 Vert(LL) 0.34 13-14 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.81 Vert(CT) -0.60 13-14 >842 180 MT20HS 187/143 CLL 0.0 ' Rep Stress Incr YES 0.97 Horz(CT) 0.14 10 n/a n/a CDL 10.0 Code FBC2020/TPI2014 iiB atrix-S Weight: 249 lb FT = 4% UMBER - OP CHORD 2x4 SP M 31 `Except` T1,T4: 2x4 SP No.2 OT CHORD 2x4 SP M 31 'Except` 82: 2x4 SP No.2 /EBS 2x4 SP No.3 `Except* W10,W2: 2x4 SP No.2 -RACING- OP CHORD tructural wood sheathing directly applied, except end erticals. OT CHORD rigid ceiling directly applied or 3-11-8 oc bracing. JEBS Row at midpt -10, 6-14, 7-13, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. :EACTIONS. (lb/size) 0 = 2305/Mechanical 8 = 2305/0-8-0 (min.0-1-15) lax Horz 8 = 253(LC 10) lax Uplift 0 = -977(LC 7) 8 = -851(LC 7) lax Grav 0 = 2357(LC 2) 8 = 2352(LC 2) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -19 =-3710/2455 2-19 =-3580/2457 -20 =-3833/2589 3-20 =-3745/2609 -21 =-4399/3024 4-21 = 4399/3024 -5 =-4399/3024 5-6 = 4399/3024 -22 =-4386/2961 7-22 =-4386/2961 -8 =-3681/2439 8-23 =-3277/2122 --23 =-3277/2122 9-10 =-2238/1564 -18 =-2252/1556 CHORD =-3710/2455 =-3833/2589 =-4399/3024 =-4399/3024 =-4385/2961 =-3681/2439 =-327712122 =-2252/1556 CHORD 3 =-426/259 1 =-2388/3450 i =-2388/3450 i =-2824/4385 i =-2179/3345 1 = -36/54 2-19 =-3580/2457 3-20 =-3745/2609 4-21 =-4399/3024 5-6 =-4399/3024 7-22 =-4386/2961 8-23 =-3277/2122 9-10 =-2238/1564 16-17 =-2486/3365 15-24 =-2388/3450 14-25 =-2824/4385 13-26 =-2179/3345 11-12 =-2170/3340 -591/518 2-16 =-221342 -47/262 3-14 =-646/1351 -659/533 6-14 =-97/156 -760/603 7-13 =-834/1437 -85/234 8-12 =-85/238 -182911355 9-11 =-2448/3781 -2106/3262 nbalanced roof live loads have been considered for design. /ind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. xp D; Encl_ GCpi=0.18; MWFRS (envelope) and C-C ;rior(2E) 0-1-12 to 4-7-12, Interior(1) 4-7-12 to 6-6-0, :rior(2R) 6-6-0 to 15-6-0, Interior(l) 15-6-0 to 27-2-1, mor(21R) 27-2-1 to 31-8-1, Exterior(2E) 31-8-1 to -9, Intedor(l) 35-1-9 to 37-6-12, Extedor(2E) 5-12 to 42-0-12 zone;C-C for members and forces & FRS for reactions shown; Lumber DOL=1.60 plate DOL=1.60 Lrmin = 20.0 psf uilding Designer / Project engineer responsible for !ying applied roof live load shown covers rain loading rirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 977 lb uplift at joint 10 and 851 lb uplift at joint 18. �N\\\II I I I11///l/ BL 1 P Li 76051 STATE OF Q ID N 12 b Truss Truss Type Qty Ply •698 B4 Roof Special 1 1 , Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:28 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-wkQBciwz38BfRDugPFCegFEExVBD?svxQOrcW Uzhtaz 2 4-8 5-2-0 14-4-11 19-11-1 25 5 B 3%11-15 36-6-5 42-2-8 2-4-8 2-9-8 9-2-11 5-6-7 5-6-7 5 6-7 5-6-7 5-8-3 Dead Load Deb. = 51161n 5x5 = 30 = 5x5 = 1.50 II 5x5 = 3.5x4 = 4x5 = 5.00 12 4 23 5 6 7 8 9 24 10 3x4 i 4x5 = 5x5 = 22 W7 W, 1 2 l N1. N2 11 1, 'A R, E3 1 21 20 19 18 17 16 15 14 13 12 11 2.511 3.5x5 = 3x4 = 3x4 = 5x6 MT20HS. 3x4 = 3x8 = 3x8 MT20HS= 3.5x4 = 3.5x5 = 2.511 24-8 5-2-0 1 14-4-11 1 19-11-1 1 25-5-8 1 30-11-15 1 36-6-5 42-2-8 42-2-8 ,late Offsets (X,Y)— [1:0-2-0,0-2-0], [6:0-2-8,0-3-0], [8:0-2-8,0-3-0] [9:0-1-12,0-1-12], [10:0-2-0,0-2-0], [11:0-3-0,0-1-0], [12:0-2-0,0-1-8], [13:0-1-12,0-1-12], [17:0-2-12,0-3-4], 20:0-1-12 0-1-8 21:0-3-0 0-0 8 OADING (psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft L/d PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 C 0.63 Vert(LL) 0.40 15_16 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.46 Vert(CT) -0.64 15-16 >790 180 MT20HS 187/143 CLL 0.0 " Rep Stress Incr YES B 0.87 Horz(CT) 0.15 11 n/a n/a •CDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 259 lb FT = 4% UMBER - OP CHORD 2x4 SP M 31 8) Provide mechanical connection (by others) of truss to -OT CHORD 2x4 SP M 31 BOT CHORD bearing plate capable of withstanding 924 lb uplift at joint VEBS 2x4 SP No.3 `Except* 19-20 =-1802/2402 18-19 =-2347/3246 21 and 1039 lb uplift at joint 11. W2,W7: 2x4 SP No.2 17- 8 =-2352/3406 16-17 =-2968/4602 ;RACING- 15-�6 =-3126/5100 14-15 =-2367/4018 OP CHORD 13- 4 =-2367/4018 12-13 =-1406/2386 ;tructural wood sheathing directly applied or 3-3-8 oc 11- 2 = -15/22 urlins, except end verticals. WE S ;OT CHORD 1-2 =-1936/3061 2-20 =-2134/1412 Ngid ceiling directly applied or 4-5-4 oc bracing. 2-1 =-671/1039 3-19 =-540/418 VEBS 3-1 b _-97/222 4-18 =-431107 Row at midpt 10-p 2 =-1836/3121 4-17 =-822/1596 0-11, 10-12, 9-13 9-12 _-1924/1266 5-17 =-946/603 =-1235/2103 5-16 =-2971645 MiTek recommends that Stabilizers and required 9-18 cross bracing be installed during truss erection, in 8-1D _ .�_ =-1264/858 _ .... _ _ 6-16 =-311/249 _ . _ ,.__..._.. accordance with Stabilizer Installation guide. ,EACTIONS. (lb/size) 1 = 2305/Mechanical 1 = 2305/Mechanical 4ax Horz 1 = 193(LC 10) 4ax Uplift 1 = -924(LC 6) 1 = -1039(LC 6) 4ax Grav .1 = 2305(LC 1) 1 = 2305(LC 1) :ORCES. (Ib) - Maximum Compression/Maximum Tension 'OP CHORD -21 =-2244/1451 1-2 =-2247/1422 :-22 =-3540/2273 3-22 =-3463/2280 .-4 =-3756/2457 4-23 =-4602/2967 -23 =-4602/2967 5-6 =-5091/3121 -7 =-4892/2924 7-8 =-4892/2924 :-9 =-397912341 9-24 =-2386/1406 0-24 =-2386/1406 10-11 =-2251/1400 IOT CHORD :0-21 =-307/141 Ii l68 /372 o-lo =-Llaluu 7-16; Vult=170mph (3-second gust) TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. GCpi=0.18; MWFRS (envelope) and C-C 1-12 to 2-4-8, Interior(1) 2-4-8 to 4-6-0, 3-0 to 13-6-0, Interior(1) 13-6-0 to 37-6-12 7-6-12 to 42-0-12 zone;C-C for members WFRS for reactions shown; Lumber 3 grip DOL=1.60 Lrmin = 20.0 psf signer / Project engineer responsible for d roof live load shown covers rain loading pecific to the use of this truss component. auate drainage to prevent water ponding. MT20 plates unless otherwise indicated. ;s been designed for a 10.0 psf bottom nonconcurrent with any other live loads. ias been designed for a live load of bottom chord in all areas where a tall by 2-0-0 wide will fit between the nd any other members. er(s) for truss to truss connections. 1118Z. JP7605i STATE OF , 0 ^O ID �r/j ��/%0NA l` \�1� 1IIII1 13 b Truss Truss Type Oty PIY 169; B5 Roof Special 1 1 Job Reference o tional outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:29 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-Ow_ Wp2xbgRGV3NTszyjtMTnRhvXekJJ5f2a93xzhtay 4-4-8 11-10-5 16-10-6 21-10-7 26-10-9 31-10-10 36-10-11 42-2-8 4 4-8 7-5 13 5-0-1 5-0-1 5 0-1 5-0-1 5-0-1 5- _;3 Dead Load Deft. = 5116In 5.00 12 6x6 = qxq = 7x6 = 2x4 II 44 = 7x6 = 4x4 = 6x6 = 3 421 5 6 7 8 9 22 10 46 = 5z5 = 1 2IV IV IV, rVI I 20 19 18 17 16 15 14 13 12 11 2x8 II 4x5 = 44 = 74 = 4x4 = 48 = 7x6 = 4x4 = 4x5 = 2xe II 44-8 7-0-0 11-10-5 16-10-6 21-10-7 1 26-10-9 31-10-10 1 36-10-11 42-2-8 42-2-8 'late Offsets (X,Y)— [1:0-3-0,0-1-12], [3:0-3-0,0-2-9], [5:0-3-0,04-i ], [8:0-3-0,0-4-8], [9:0-1-12,0-2-0], [11:04-8,0-1-0], [12:0-1-12,0-2-0], [13:0-1-12,0-2-0], [14:0-3-0,0-5-4], [17:0-3-0 0-4 8] [19.0 1 12 0 2 Ol [20.0-4-8 0-1-8] .OADING(psf) SPACING- 2-0-0SI. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33�,(� 0.50 Vert(LL) 0.40 15 >999 240 MT20 2441190 'CDL 15.0 Lumber DOL 1.33 C 0.32 Vert(CT) -0.63 15-16 >796 180 ICLL 0.0 Rep Stress Incr YES B 0.86 Horz(CT) 0.11 11 n/a n/a ICDL 10.0 Code FBC2020/TPI2014 �atrix-S Weight: 315 lb FT = 4% .UMBER - CHORD 2x6 SP M 26 `Except` T1,T2: 2x4 SP No.2 SOT CHORD 2x6 SP M 26 VEBS 2x4 SP No.3 `Except` W1,W8: 2x6 SP No.2, W2,W6: 2x4 SP No.2 IRACING- 'OP CHORD structural wood sheathing directly applied or 2-11-10 oc lurlins, except end verticals. SOT CHORD tigid ceiling directly applied or 5-3-3 oc bracing. VEBS Row at midpt 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (Ib/size) !0 = 2296/Mechanical 1 = 2296/Mechanical 4ax Horz !0 = 71(LC 10) 4ax Uplift !0 = -993(LC 6) 1 = -1037(LC 6) 4ax Grav !0 = 2296(LC 1) 1 = 2296(LC 1) °ORCES. (lb) - Maximum Compression/Maximum Tension -OP CHORD -20 =-2174/1432 1-2 =-2946/1868 !-3 =-3740/2368 3-21 =-5142/3196 1-21 =-5142/3196 4-5 =-6107/3629 i-6 =-6361/3701 6-7 =-6361/3701 '-8 =-5892/3385 8-9 =-4679/2669 1-22 =-2762/1588 10-22 =-2762/1588 .0-11 =-2226/1352 30T CHORD 19-20 =-173/108 CHORD 9 =-2054/3055 7 =-3194/5140 5 =-3385/5892 3 =-158812762 8) Provide mechanical connection (by others) of truss to 17-18 =-2258/3443 bearing plate capable of withstanding 993 lb uplift at joint 15-16 =-3643/6131 20 and 1037 lb uplift at joint 11. 13-14 =-270214731 11-12 = -36/57 =-2196/3473 2-19 =-2081/1393 =-294/670 3-18 =-332/204 2 =-1932/3367 3-17 =-1188/2211 =-1920/1223 4-17 =-1272/793 =-1352/2400 4-16 =-557/1263 =-1346/862 5-16 =-661/384 =-865/1470 5-15 =-140/346 =-798/579 6-15 =-438/337 =-395/588 roof live loads have been considered for � design. Wind: ASCE 7-16; Vult=170mph (3-second gust) 6d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. Lxp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C tedor(2E) 0-2-12 to 4-4-8, Exterior(2R) 4-4-8 to 11-6-0 terior(1) 11-6-0 to 37-5-12, Exterior(2E) 37-5-12 to 11-12 zone;C-C for members and forces & MWFRS reactions shown; Lumber DOL=1.60 plate grip )L=1.60 Lrmin = 20.0 psf Building Designer / Project engineer responsible for rifying applied roof live load shown covers rain loading auirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom ord live load nonconcurrent with any other live loads. ` This truss has been designed for a live load of .Opsf on the bottom chord in all areas where a .tangle 3-6-0 tall by 2-0-0 wide will fit between the ttom chord and any other members. Refer to girder(s) for truss to truss connections. p€ 76051 1 STATE OF to I'D /Ill I l 111� 14 1696 136 FLAT GIRDER 1 21 Job Reference o I outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Inl ID:RrxO3Am5KN4BmBGtODVkOGzhypa-GiD1 fP 1 1 17x6= Dead Load Deb. 0 51161n 1 2x411 1[ ` .1 1 7 I le I 6 9� 1 115x10 11"R&SIMPERA19'i /�91om, VAm 20 41 42 19 43 44 18 45 46 17 2x8 II 4.5 = 7x6 = 1 .OADING (psf) SPACING- 2-0-0 'CLL 30.0 Plate Grip DOL 1.33 'CDL 15.0 Lumber DOL 1.33 !CLL 0.0 * Rep Stress Incr NO !CDL 10.0 Code FBC2020/TP12014 .UMBER - 'OP CHORD 2x6 SP M 26 !OT CHORD 2x6 SP M 26 VEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 IRACING- 'OP CHORD ;tructural wood sheathing directly applied or 6-0-0 oc -urlins, except end verticals. IOT CHORD tigid ceiling directly applied or 7-10-14 oc bracing. tEACTIONS. (lb/size) :0 = 3082/Mechanical 1 = 3229/Mechanical 4ax Uplift :0 = -2124(LC 4) 1 = -2237(LC 4) 4ax Grav :0 = 3082(LC 1) 1 = 3229(LC 1) :ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -20 =-2980/2096 1-21 =-4440/3087 :1-22 =-4440/3087 2-22 =-4440/3087 !-23 =-7676/5337 23-24 =-7676/5337 .-24 =-7676/5337 3-25 =-9808/6817 :5-26 =-9808/6817 26-27 =-9808/6817 • 27 =-9808/6817 4-28 =-1089217572 !8-29 =-1089217572 5-29 =-1089217572 -30 =-10892f7572 30-31 =-1089217572 l-31 =-1089217572 6-32 =-1090417582 ;2-33 =-10904/7582 7-33 =-1090417582 '-34 =-9818/6825 34-35 =-9818/6825 I-35 =-9818/6825 8-36 =-7695/5351 l6-37 =-7695/5351 9-37 =-7695/5351 1-38 =-4473/3112 38-39 =-4473/3112 ;940 = 447313112 1040 = 4473/3112 0-11 =-3084/2189 SOT CHORD !041 =-87/125 ontinued on page 2 48 16 49 50 15 51 52 14 53 54 13 55 56 12 57 58 59 11 48 = 74 = 4x5 = 2x8 II DEFL. in (loc) I/deft L/d 0.21 Vert(LL) 0.5615-16 >897 240 0.31 Vert(CT)-0.6415-16 >785 180 0.92 Horz(CT) 0.09 11 n/a n/a BO CHORD 41 2 =-87/125 19 3 =-308714440 18 4 =-3087/4440 45 6 =-533717676 17 7 =-6865/9870 16- 8 =-686519870 49- 0 =-7582/10904 15-51 =-6872/9880 14-52 =-6872/9880 53-$4 =-535117695 13-$5 =-3112/4473 12- 6 =-3112/4473 57-$8 =-94/135 11-59 =-94/135 WEDS 10-1 2 =-3558/5115 9-12 =-263711941 9-13 =-2654/3817 8-13 =-1931/1433 8-14 =-1746/2516 7-1 =-1247/961 7-19 _-849/1226 6-15 =-5591481 6-16 = -15112 19-42 =-871125 43-44 =-3087/4440 18-45 =-5337f7676 17-46 =-5337/7676 47-48 =-6865/9870 16-49 =-7582/10904 15-50 =-7582/10904 51-52 =-6872/9880 14-53 =-5351/7695 13-54 =-535117695 55-56 =-3112/4473 12-57 =-941135 58-59 =-94/135 1-19 =-3537/5088 2-19 =-2628/1932 2-18 =-2666/3834 3-18 =-1940/1442 3-17 =-175412526 4-17 =-1249/962 4-16 =-846/1223 5-16 =-558/479 1) ply truss to be connected together with 10d (0. 31 "x3") nails as follows: Topp chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bol om chords connected as follows: 2x6 - 2 rows sta Igered at 0-9-0 oc. We s connected as follows: 2x4 -1 row 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. PLATES GRIP MT20 244/190 Weight: 610 Ib FT = 4% 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf 4) Building Designer / Project engineer responsible for ! verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . 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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2124 lb uplift at joint 20 and 2237 lb uplift at joint 11. I a�N/Z ``��illlBll//�j 1 J _ P 76051 STATE OF � 0 i �.o' i/'1Pj /ONA1- 11111m� 15 ,b Truss Truss Type 1696 B6 FLAT GIR IOTES- 1) Hanger(s) or other connection device(s) shall be rovided sufficient to support concentrated load(s) 91 lb own and 130 lb up at 1-11-4, 91 lb down and 130 lb up at -11-4, 91 lb down and 130 lb up at 5-11-4, 91 lb down nd 130 lb up at 7-11-4, 91 lb down and 130 lb up at -11-4, 91 lb down and 130 lb up at 11-11-4, 91 lb down nd 130 lb up at 13-11-4, 91 lb down and 130 lb up at 5-11-4, 91 lb down and 130 lb up at 17-11-4, 91 lb down nd 130 lb up at 19-11-4, b1 lb down and 130 lb up at 1-11-4, 91 lb down and 130 lb up at 23-11-4, 91 lb down nd 130 lb up at 25-11-4, 91 lb down and 130 lb up at 7-11-4, 91 lb down and 130 lb up at 29-11-4, 91 lb down nd 130 lb up at 31-11-4, 91 lb down and 130 lb up at 3-11-4, 91 lb down and 130 lb up at 35-11-4, 91 lb down nd 130 lb up at 37-11-4, and 91 lb down and 130 lb up at 9-11-4, and 115 lb down and 150 lb up at 41-3-4 on top hord, and 32 lb down and 19 lb up at 1-114, 32 lb down nd 19 lb up at 3-11-4, 32 lb down and 19 lb up at 5-11-4, 2 lb down and 19 lb up at 7-11-4, 32 lb down and 19 lb p at 9-11-4, 32 lb down and 19 lb up at 11-11-4, 32 lb own and 19 lb up at 13-11-4, 32 lb down and 19 lb up at 5-11-4, 32 lb down and 19 lb up at 17-11-4, 32 lb down ;nd 19 lb up at 19-11-4, 32 lb down and 19 lb up at :1-11-4, 32 lb down and 19 lb up at 23-11-4, 32 lb down ind 19 lb up at 25-11-4, 32 lb down and 19 lb up at :7-11-4, 32 lb down and 19 lb up at 29-11-4, 32 lb down ind 19 lb up at 31-11-4, 32 lb down and 19 lb up at .3-11-4, 32 lb down and 19 lb up at 35-11-4, 32 lb down ind 19 lb up at 37-11-4, and 32 lb down and 19 lb up at ;9-11-4, and 58 lb down and 33 lb up at 41-3-4 on bottom ;hord. The design/selection of such connection device(s) > the responsibility of others. .OAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-90, 11-20=-20 Concentrated Loads (lb) Vert: 7=-69(F) 14=-8(F) 17=-8(F) 21=-69(F) 22=-69(F) 23=-69(F) 24=-69(F) 25=-69(F)26=-69(F) 27=-69(F) 28=-69(F) 29=-69(F) 30=-69(F) 31=-69(F) 32=-69(F) 33=-69(F) 34=-69(F) 35=-69(F) 36=-69(F) 37=-69(F) 38=-69(F) 39=-69(F) 40=-115(F) 41=-8(F) 42=-8(F) 43=-8(F) 44=-8(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=-8(F) 50=-8(F) 51=-8(F) 52=8(F) 53=-8(F) 54=-8(F) 55=-8(F) 56=-8(F) 57=-8(F)58=-8(F) 59=-50(F) 1 2 Job Reference (optional) Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-GiD 1 fP_6ugmxX_ndConpXJxBK `%ollill luz NNNQ-' ENS � � �f i 4F P 76051 ' STATE OF � -." O ,l G� �N INal �A ��� II 1 b Truss Truss Type Oty Ply 696 C1 Hip 1 1 �J.bR.farence (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:34 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-kunPsl?kf uo98MgmVJ23WUGLw7mPYvgpJlwk8zhtal 2-4-0 -0 -12 8-6-0 14-8-0 19-8.6 24-8-13 30.2-14 35-9-0 38-9-12 3 -6- 2 0- -12 6-2-0 6-2-0 5-0-6 5.0-6 5-6.2 5 6-2 3-0-12 0-9 2-4-0 5x5 = 1.5x4 II 5x5 = 6x8 = 7 6 9 5x10 5.00 12 NOP2X STP= 10 3x4 4 21 5x5 4 5 L W1 W 3x4 1 d 4 d 3x4 G 20 3 ,21 d 3x5 16 22 17 16 15 23 14 24 13 25 12 11 NOP2X STP= 3.5x4 = NOP2X TP= 3x4 = 3x4 = 50 = 3x4 = 2x4 II 1.5x4 II 5x5 24-0 8-6-0 1 14-8-0 19-8-6 1 24-8-13 1 30-2-14 35-9-0 1 39-6-12 0- -12 I 39-6-12 late Offsets (X Y)- [5.0-2-8 0-3-01 [10.0-2-4 0-3-0] [13.0-4-0 0-310] [16.0-2-8 0-3-4] [17:0-2-0 0-1-81 OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 TC 0.57 Vert(LL) 0.15 16-17 >965 240 MT20 2441190 CDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(CT) 0.14 16-17 >999 180 CLL 0.0 ' Rep Stress Incr YES yV6 0.97 Horz(CT) -0.03 19 n/a n/a CDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 311 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 JEBS 2x4 SP No.3 ITHERS 2x8 SP No.2 ;RACING - OP CHORD -tructural wood sheathing directly applied or 5-11-14 oc urlins. -OT CHORD rigid ceiling directly applied or 4-6-14 oc bracing. JEBS Row at midpt -16, 6-15, 7-14, 8-13, 9-13, 9-12, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ;EACTIONS. (lb/size) 6 = 2178/0-8-0 (min. 0-2-11) 8 = 834/0-8-0 (min. 0-1-8) 9 = 1262/0-6-12 (min. 0-1-8) lax Horz 8 = 676(LC 10) lax Uplift 6 = -1130(LC 7) 8 = -499(LC 6) 9 = -506(LC 7) lax Grav 6 = 2261(LC 2) 8 = 836(LC 21) 9 = 1334(LC 2) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-127/146 -20 =-542/626 4-20 =-440/642 -5 =-579/331 5-21 =-653/155 -21 =-522/172 6-7 =-849/510 -8 =-719/567 8-9 =-719/567 -10 =-412/288 10T CHORD -18 =-86/129 CHORD ? _-649/319 r =-1142/407 1 =-3181532 t =-4371713 i =-2141354 ? = -6/7 i =-1310/853 =-7291788 =-8081208 =-1687/1277 =-8021749 =-191/228 = 572/524 _-889/674 17-22 =-649/319 15-16 =-231/178 14-23 =-318/532 13-24 =-4371713 12-25 =-214/354 11-19 = 0/33 3-17 =-501/436 4-16 =-713/1537 5-15 =-791/1218 6-14 =-230/378 7-13 =-391139 9-13 =-4981797 10-12 =-656/1112 roof live loads have been considered for id: ASCE 7-16; Vult=170mph (3-second gust) :1 32mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope) and C-C )r(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-4-7, )r(2R) 184-7 to 35-9-0, Exterior(2E) 35-9-0 to 2 zone; cantilever left exposed ; porch left ed;C-C for members and forces & MWFRS for x1s shown; Lumber DOL=1.60 plate grip DOL=1.60 = 19.0 psf ding Designer / Project engineer responsible for rig applied roof live load shown covers rain loading -ments specific to the use of this truss component. vide adequate drainage to prevent water ponding. dates are MT20 plates unless otherwise indicated. 5 truss has been designed for a 10.0 psf bottom live load nonconcurrent with any other live loads. its truss has been designed for a live load of sf on the bottom chord in all areas where a gle 3-6-0 tall by 2-0-0 wide will fit between the i chord and any other members, with BCDL = 8) Bearing atjoint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1130 lb uplift at joint 16, 499 lb uplift at joint 18 and 506 lb uplift at joint 19. )b Truss Truss Type Qty Ply 4696 C2 Hip 3 1 Job Reference (optional) 3outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:35 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-C4Ln450MQHOfnlxOKDgHckl RSKS_80Ezl zl TGazhtas 2-4-0 0 -12 8-6-0 14-8 0 21-0-0 26 8-13 30-2-0 33-9-0 38-9-12 3 -6-12 0 -12 6-2-0 6-2-0 6-4.0 5 8 13 3 5-3-0-12 9 24-0 5x5 = 2x4 11 5x5 = 7 8 y 6x8 = 2x4 = 5.00 12 6x10 NOM STP= 3x4 � 10 ao 6 Sx6 11 5 0 2 6 w1 6 3x4 4 3x4 9 29 3 1 3 2 4 II 21 32 20 33 1 1 4 II 15 1 199 0 3x9 = 27 31 26 'I 2 24 3x4 = 30 = 7x8 = 19 18 3x4 = 12 11 NOP2X STP= 5x7 = NO��79M = 1.5x4 I I 2c4 11 1.5x4 11 1.Sx4 II 1.5x5 II 5x4 2x4 11 2-4-0 8-6-0 14-8-0 17-9-0 21-0-0 26-8-13 30-2-0 32-11-03 -9 0 38-0-0 9-6-1 p_ _12 39-6-12 Plate Offsets (X Y) [5.0 3 0 0-3-0] [10.0-2-4 0-3-0] [17:0-2-0 0-2-12] [25.0-2-0 0-3-0] [26.0-3-8 0-3-0] [27:0-2-12 0-0-121 -OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP rCLL 30.0 Plate Grip DOL 1.33 TC 0.57 Vert(LL) 0.17 25-26 >859 240 MT20 244/190 rCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(CT) 0.16 25-26 >920 180 3CLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) -0.04 28 n/a n/a 3CDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 321 lb FT = 4% _UMBER- rOP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 *Except` 134: 2x4 SP No.3 NEBS 2x4 SP No.3 DTHERS 2x8 SP No.2 BRACING- rOP CHORD Structural wood sheathing directly applied or 5-4-3 oc :)urlins. 3OT CHORD Rigid ceiling directly applied or 4-3-9.oc bracing. Except: 1 Row at midpt 8-17 V1/EBS 1 Row at midpt 5-25, 6-20, 7-17, 9-15, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 27 = 91710-8-0 (min. 0-1-8) 25 = 2052/0-8-0 (min.0-2-9) 28 = 1304/0-6-12 (min. 0-1-8) Max Horz 27 = 697(LC 10) Max Uplift 27 = -508(LC 6) 25 = -1097(LC 7) 28 = -461(LC 6) Max Grav 27 = 917(LC 21) 25 = 2153(LC 2) 28 = 1373(LC 2) FORCES. (lb) -'Maximum Compression/Maximum Tension TOP CHORD 1-2 = -3/0 2-3 =-142/139 3-29 =-6821775 4-29 =-579/790 4-5 =-409/221 5-30 =-9851405 6-30 =-802/408 6-7 =.-978/649 7-8 =-741/646 CHORD _-740/645 CHORD _-81/140 1 =-655/325 5 = 0/0 2 = -44/36 2 =-502/825 3 =-489/812 _-324/268 7 =-326/546 5 = -20/21 2 = 0/0 8 = 0/102 4 = 01103 4 = -8/12 _ -651 /561 _-658/1472 _-157511175 _-560/581 _-50/246 _-377/652 5 =-580/1005 9-10 =-657/465 27-31 =-655/325 25-26 =-1234/534 22-23 = -44/36 21-32 =-5021825 20-33 =-489/812 17-19 = 0/52 18-19 = 0/0 15-16 =-326/546 13-14 = -20/21 11-13 = -5/27 10-28 =-12821892 16-18 = 0/46 3-27 =-813/890 4-26 =-779/180 23-25 =-1598/1126 5-21 =-700/1131 6-20 =-58/121 7-17 =-240/156 9-15 =-712/552 nbalanced roof live loads have been considered for design. /ind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C ,rior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 204-7, mor(2R) 204-7 to 34-3-12, Exterior(2E) 34-3-12 to l-12 zone; cantilever left exposed ; porch left )sed;C-C for members and forces & MWFRS for ;tions shown; Lumber DOL=1.60 plate grip DOL=1.60 in =19.0 psf uilding Designer / Project engineer responsible for ' Ing applied roof live load shown covers rain loading ilrements specific to the use of this truss component. rovide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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, with BCDL = 101Opsf. 8) Bearing atjoint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 27, 1097 lb uplift at joint 25 and 461 lb uplift at joint 28. ``\``W���1������ `��*� /��i,, NN PFF 76051 ' STATE OF ;> : Z_ 17 1b Truss Truss Type Qty Ply 1696 C3 Hip 1 1 Job Reference (optional) ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:35 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-C4Ln45OMQHOfnlxOKDgHckl QbKP087vzl zl TGazhtas 2.4-0 -0 12 8-6-0 21-0-0 24-8 13 35 9-0 38-9-12 3 -6- 2 0 12 6I 6-2-0 f2-0 6-4-0 3-8 13 11-0-3 3-0-12 9- 2-4-0 Dead Load Dell. = 3116 to Sx5 = 2x4 11 5x5 = US = 7 8 9 2x4 = 500 5.00 12 NOP2X STP= 10 6 29 5x6 G 5 W W10 W11 L 3x4 1 7 a_ 3 d 4 � 3x4 G 28 3 ,„21 E1232 2 20 31 / 1 6x8 - 23 3x8 = 19 18 15 1 3x4 = 12 11 3x5 26 30 25 24 NOP2X STP= Sx7 = NOP2.X ST = 2x4 II 2x4 II 1.5x5 II 5x4 - 2-4-0 8-6-0 1 14-8-0 1 17-9-0 21-0-0 30-2-0 32-11-0 35-9-0 38-0-0 9-6-1 0_ _1p 39-6-12 'late Offsets (X Y)- [5.0-3-0 0-3-0] [10.0-2-40-3-0] [17:0-4-0 Edge] [24.0-2-0 0-3-0] [25:0-3-8 0-3-0] [26:0-2-12 0-0-12] .OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/defl L/d PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 f fC 0.60 Vert(LL) -0.35 17-20 >820 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.57 17-20 >510 180 3CLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) -0.02 27 n/a n/a 3CDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 303 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 *Except* 64,138: 2x4 SP No.3 NEBS 2x4 SP No.3 )THEIRS 2x8 SP No.2 3RACING- -OP CHORD Structural wood sheathing directly applied or 5-3-8 oc )urlins. 30T CHORD tigid ceiling directly applied or 2-2-0 oc bracing. Except: Row at midpt 8-17 NEBS Row at midpt i-24, 7-17, 9-17, 9-15, 7-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ZEACTIONS. (lb/size) '.6 = 912/0-8-0 (min.0-1-8) !4 = 205910-8-0 (min. 0-2-9) !7 = 1302/0-6-12 (min.0-1-8) Aax Horz !6 = 676(LC 10) Aax Uplift '.6 = -503(LC 6) !4 = -1129(LC 7) !7 = -506(LC 6) Aax Grav !6 91LC 22) !4 = 2164( C !7 = 1413(LC 2) -ORCES. (Ib) - Maximum Compression/Maximum Tension FOP CHORD 1-2 = -3/0 2-3 =-140/142 3-28 =-6741748 4-28 =-5751763 I-5 =-433/229 5-29 =-1010/388 i-29 =-902/399 6-7 =-979/615 '-8 =-859/644 CHORD =-8551643 CHORD =-82/137 I =-641/325 I = 0/0 I = -53/44 ! =-529/834 3 = 0/73 I = 0/0 3 =-246/413 I = -8/9 3 = -2/17 r =-1377/882 0/105 0/11 -623/560 -66011466 -1601/1215 -18/149 -911/692 -678/1168 9-10 =-475/323 26-30 =-6411325 24-25 =-12221526 21-22 = -53/44 20-31 =-529/834 17-32 =-529/834 8-17 =-574/535 16-17 =-246/413 14-15 = -8/9 11-12 = 0/0 13-27 = 0/38 16-18 = 0/31 3-26 =-810/877 4-25 =-783/189 22-24 =-1628/1169 5-20 =-705/1164 9-17 =-554/900 6-20 =-476/521 7-20 =-178/96 nbalanced roof live loads have been considered for design. /ind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C :rior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-4-7, in or(2R) 184-7 to 35-9-0, Exterior(2E) 35-9-0 to 1-12 zone; cantilever left exposed ; porch left )sed;C-C for members and forces & MWFRS for ,tions shown; Lumber DOL=1.60 plate grip DOL=1.60 in =19.0 psf uilding Designer / Project engineer responsible for ying applied roof live load shown covers rain loading drements specific to the use of this truss component. rovide adequate drainage to prevent water ponding. II plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * 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, with BCDL = 10.Opsf. 9) Bearing atjoint(s) 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 26, 1129 lb uplift at joint 24 and 506 lb uplift at joint 27. ll4� ZI NN GENSE 43'P 7351 �- STATE OF ; Q 'I// l�/1ONA - t `N 111111 18 Ib Truss Truss Type City Ply t 6 C4 Hip 1 1 Job Reference (optional) ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:36 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-hHvAHRO_BbBWOSVCtwLW9xZVJkovtYB7Gdnlol zhtal 2-4-0 39-0-12 0- -12 8-6-0 14-8-0 22-8-13 1 2-0 37-9-0 3 9- 2 0 -12 6-2-0 62-0 8-0-13 7-5 3 7-7-0 -0-1 2-4-0 0-9-0 Dead Load Defl. =1/81n 6x8 = 2.5x4 = NOM STP= 5x5 = 2z4 11 Sz5 = 5.00 12 6 28 7 29 B 96x12 11 5x7 4 27 5 L W10 3x4 i a W6 c d 4 4p 3x4 G 26 A 3 n21 0 1 1 1 1 Ib to 33 5z8 = 4 II 1. �5s 2' 3x5 = 24 30 23 31 21 3x4 = 17 16 11 10 NOP2X STP= 5x7= NOM STfjz,= 1.5x411 2z411 1.5z411 1.5x4 It 1.5x5 II 5x4 1.5x4 II 2z4 II 21-0 8-6-0 14-8-0 17-9-0 22-8-13 30-2-0 32-11-0 38-0-0 9-6-1 0- -12 39-6-12 'late Offsets (X Y)- [5'0-3-8 0-3-41 [6.0-2-12 0-2-8] [8:0-3-4 0-2-12] 112:0-2-0 0-0-12] [15:0-4-0 0-3-0] [22:0-2-0 0-3-0],[23:0-3-8,0-3-0],[24:0-2-12,0-0-12] SPACING- 2-0-0 psi. DEFL. in (loc) I/deft L/d PLATES GRIP .OADING(psf) 'CLL 30.0 Plate Grip DOL 1.33 TC 0.99 Vert(LL) 0.18 22-23 >819 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 3C 0.79 Vert(CT) 0.17 22-23 >855 180 ICLL 0.0 ' Rep Stress Incr YES NI3 0.60 Horz(CT) -0.13 25 n/a n/a ICDL 10.0 Code FBC2020/TP12014 atrix-S Weight: 267 lb FT = 4% .UMBER- -OP CHORD 2x4 SP No.2 6) This truss has been designed for a 10.0 psf bottom SOT CHORD 2x4 SP No.2 *Except* TOFj CHORD chord live load nonconcurrent with any other live loads. 134: 2x4 SP No.3 8-9 =-987/680 7) * This truss has been designed for a live load of VEBS 2x4 SP No.3 BO CHORD 20.Opsf on the bottom chord in all areas where a )THEIRS 2x8 SP No.2 2-2 =-781126 24-30 =-666/338 rectangle 3-6-0 tall by 2-0-0 wide will fit between the TRACING- 23- O =-666/338 22-23 =-1210/502 bottom chord and any other members, with BCDL = "OP CHORD 22-31 = 010 21-31 = 0/0 10.0psf. >tructural wood sheathing directly applied. 20- 2 = -39/15 19-32 = -39/15 8) Bearing at joint(s) 25 considers parallel to grain value IOT CHORD 18- 9 = -39/15 18-33 =-532/872 using ANSI/TPI 1 angle to grain formula. Building tigid ceiling directly applied or 4-3-0 oc bracing. Except: 15-33 =-5321872 15-17 = 0178 designer should verify capacity of bearing surface. Row at midpt 7-15 7-15 =-775/675 16-17 = 0/0 9) Provide mechanical connection (by others) of truss to VEBS 14-15 = -25/32 13-14 = -25/32 bearing plate capable of withstanding 505 lb uplift at joint Row at midpt 12- 3 = -25/32 10-11 = 010 24, 1151 lb uplift at joint 22 and 555 lb uplift at joint 25. -22, 5-18, 6-18, 9-15 10- 2 = 0/57 12-25 = 01179 MiTek recommends that Stabilizers and required 9-25 =-1213/896 cross bracing be installed during truss erection, in WE accordance with Stabilizer Installation guide. 'S 19- = -5/89 14-16 = 0/23 11- 3 = -33/5 3-24 =-803/878 tEACTIONS. (Ib/size) 3-23 =-587/513 4-23 =-803/176 A = 906/0-8-0 (min.0-1-8) 4-22 =-60811425 20-22 =-1651/1239 2 = 2068/0-8-0 (min. 0-2-10) 5-29 =-1604/1295 5-18 =-648/1085 :5 = 1299/0-6-12 (min.0-1-8) 6-18 =-390/491 6-15 =-94/219 Aax Horz 9-15 =-774/1267 A = 654(LC 10) ax Uplift A4P NO TES- 505(LC 6) 1) Unbalanced roof live loads have been considered for this design. 5 = 5 5(LC 7)) 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vas[d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. Aax Grav II; E`xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C 1 I�1,✓N A = 906(LC 1) :2 = 2229(LC 2) Exterior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 16-4-7, Exterlor(2R) 16-4-7 to 29-1-3, Interior(1) 29-1-3 to �,�1��6I �,'�` M, B( /�f :5 = 1364(LC 2) 31-4-10, Exterior(2R) 31-4-10 to 37-9-0, Exterior(2E) N� ��� NN \ IENS rORCES. (lb) - Maximum Compression/Maximum Tension 37- -0 to 38-9-12 zone; cantilever left exposed; porch .` -OP CHORD left exposed;C-C for members and forces & MWFRS for i p 7+6051 r -2 = -3/0 2-3 =-131/129 rea tions shown; Lumber DOL=1.60 plate grip DOL=1.60 -.. 1-26 =-652/727 4-26 =-545/743 L in = 19.0 psf '^ •-5 =-438/224 5-27 =-1066/441 3) Building Designer / Project engineer responsible for 1 1-27 =-940/469 6-28 =-930/628 verifying applied roof live load shown covers rain loading + ; i `. STATE OF .. 28 =-930/628 7-29 =-937/626 requirements specific to the use of this truss component. q P P 4) Provide adequate drainage to water .q � 1-29 =-937/626 prevent ponding. 5) �II MT20 indicated. % �,� plates are plates unless otherwise sir"� NA �/61 11111 19 b Truss Truss Type Qty Ply 1699 x C5 Roof Special 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:37 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-9TTYVnl cyvGNOc4PReslh96gA78fcvEGVHWaLTzhtaq 2-4.0 -0- 12 8-6-0 14-8-0 23-0-0 2511-3 34-11-8 39-9-0 43-9-12 12 0 -12 9-2-0 6-2-0 8-8-0 2-7-3 9-0-5 4-9-8 4-0-12 9 2-4-0 Dead Load DeO. =118In 5x5 = .00 12 6 5x5 = 2z4 II 3z4 = 5x5 = 6x8 = 7 9 8 540 C 2 1 NOP2X STP= 6x7 i 11 5 W w1 3x4 GIVI1 w8 4 3 V, 5 6 3.4 9 25 3 21 19 820 16 17 30 31 5x8 = 3z8 = 15 14 32 13 12 US= 23 27 22 21 NOP2X STP= SxT = NOP2x STP.6R4 = .5z4 11 2z4 11 3x8 = 30 = 2x4 II 1.5x5 II 5x4 I.5X4 11 2 4-0 8-6-0 14-8-0 17-9- 23-4-0 30-2-0 34-11-8 39-9-0 44-6-12 0 12 44-6-12 Nate Offsets (X Y) [5.0-3-8 Edge] [6.0-2-8 Edge] 1`11.0-2-4 0-3-0] [14.0-2-8 0-1-81 [16.0-2-12 0-2-8] [17:0-2-8 0-1-8] [21:0-2-0 0-3-0],[22.0-3-8,0-3-0],[23.0-2-12,0-0-12] ,OADING(psf) SPACING- 2-0-0 1 1. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 C 0.98 Vert(LL) 0.18 21-22 >810 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 �C 0.82 Vert(CT) 0.18 21-22 >826 1S0 ICLL 0.0 ' Rep Stress Incr YES B 0.99 Horz(CT) -0.02 24 n/a n/a ICDL 10.0 Code FBC2020/TP12014 atrix-S Weight: 326 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* T2:2x4SPM31 SOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3, B6: 2x4 SP M 31 VEBS 2x4 SP No.3 )THEIRS 2x8 SP No.2 SRACING- -OP CHORD structural wood sheathing directly applied. SOT CHORD ligid ceiling directly applied or 4-4-4 oc bracing. Except: Row at midpt 8-16 VEBS Row at midpt ;-21, 5-17, 7-17, 10-13, 10-14, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2EACTIONS. (lb/size) '.3 = 88310-8-0 (min. 0-1-8) 1.1 = 2371/0-8-0 (min.0-3-0) ?4 = 1569/0-6-12 (min. 0-1-8) dax Horz '.3 = 568(LC 10) Vlax Uplift ?3 = -548(LC 6) ?1 = -1203(LC 7) t4 = -677(LC 11) ,lax Grav !3 89LC 22) ?1 = 2524( C ?4 = 1626(LC 2) -ORCES. (lb) - Maximum Compression/Maximum Tension rOP CHORD 1-2 = -3/0 2-3 =-122/126 3-25 =-627/848 4-25 =-519/864 I-5 =-2901183 5-26 =-13451766 3-26 =-1210/783 6-7 =-1218/865 r-8 =-1506/1046 CHORD _-1499/1043 1 =-7581520 CHORD _-79/116 r _-544/265 3 = 0/0 3 = -72/68 3 = -72/68 1 =-818/1392 3 = 0/83 i = -33/48 i =-407/662 l = 0/63 14 1485 11391 9/1443 1586 1295 11026 /1154 11315 9-10 =-1152/860 23-27 =-544/265 21-22 =-11381478 20-28 = 0/0 18-29 = -72168 17-30 =-818/1392 16-31 =-818/1392 8-16 =-432/318 14-32 =-407/662 12-13 = -13/14 11-24 =-1573/1058 3-23 =-791/946 4-22 =-786/171 19-21 =-1929/1384 5-17 =-805/1391 7-17 =-947/625 10-13 =-10031744 9-14 =-10091737 9-16 =-358/681 roof live loads have been considered for thisIdesign. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Va5d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; qxp D; Encl , GCpi=0.18; MWFRS (envelope) and C-C Extgrlor(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0, Exterior(2R) 18-10-0 to 23-4-0, Exterior(2E) 23-4-0 to 25-�1-3, Interior(1) 25-11-3 to 34-11-8, Exterior(2R) 34-11-8 to 39-9-0, Exterior(2E) 39-9-0 to 43-9-12 zone; cantilever left exposed ; porch left exposed;C-C for mejnbers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for ver fying applied roof live load shown covers rain loading req, irements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 23, 1203 lb uplift at joint 21 and 677 lb uplift at joint 24. 0��llll ZZ P76051 STATE OF ; r' � /ter/� /lll NA 11� ti\��1 II{11 20 rb Truss Truss Type Qty Ply 1696 C6 Roof Special 1 1 Job Reference (optional) Iouthem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MITek Industries, Inc. Fri Feb 24 16:59:38 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-dfOwi72FjCOEemfb?LN_EMfriXTfLNbQjxG7tvzhtap 2-4-0 44-6-12 0 -12 8 6-0 14-8-0 23-0-0 27-11-3 35-11 11 41-9 0 43-9-12 0- -12 6-2-0 6-2-0 B-B 0 4-7-3 8-0-5 5-9 8 2-0-12 -9 2-4-0 Dead Load Deft. =1181n Sx5 = .00 12 8 6x8 = 6x8 = 5x5 = 2x4 I I 3x4 = Sxt = Sx10 O 2 7 8 9 NOP2X STP= W 47 11 5 W9 3x4 4 lot W 1 W5 L 4 1 1 2 3 5 8 3x4 4 3 IV 21 9 1 18 17 31 32 920 3x8 = 5x8 = 15 14 33 13 12 3x5 = 23 28 21 Lil NOP2X STP= 5x7 = NOPZX STP.SR4 1.5x4 11 2x4 II 3.5x8 = 3.5x4 = 2x4 II 1.5x5 11 5x4 = 1.5x4 II 2-4-0 8-6-0 14-8-0 17-9- 23-4-0 30-2-0 35-11-8 41-9-0 44-6-12 0 12 1 44-6-12 plate Offsets (X Y) [5 0 3-8 Edge] [6 0-2-8 Edge] [11 0-2 4 0-3-Q] [14 0 4-0 0-1-8] [16 0-2-12 0-2-8] [17:0-2-8 0-1-81121:0-2-0 0-3-01 [22.0-3-8,0-3-0] [23.0-2-12,0-0-12] _OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft L/d PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 TIC 0.99 Vert(LL) 0.18 21-22 >812 240 MT20 244/190 FCDL 15.0 Lumber DOL 1.33 C 0.84 Vert(CT) 0.1821-22 >827 180 3CLL 0.0 * Rep Stress Incr YES WB 0.92 Horz(CT) -0.02 24 n/a n/a 3CDL 10.0 Code FBC2020ITP12014 atrix-S Weight: 329 lb FT = 4% -UMBER- fop CHORD 2x4 SP No.2 *Except* T2:2x4SPM31 30T CHORD 2x4 SP No.2 *Except* 134,66: 2x4 SP No.3 NEBS 2x4 SP No.3 ETHERS 2x8 SP No.2 3RACING- rOP CHORD 3tructural wood'sheathing directly applied. 30T CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. NEBS I Row at midpt 5-21, 5-17, 7-17, 9-14, 10-14, 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23 = 876/0-8-0 (min. 0-1-8) 21 = 2381/0-8-0 (min.0-3-0) ?4 = 1566/0-6-12 (min. 0-1-8) Max Horz ?3 = 568(LC 10) Max Uplift ?3 = -546(LC 6) 21 = -1188(LC 7) 24 = -676(LC 11) Max Grav 23 = 891(LC 21) ?1 = 2527(LC 2) ?4 = 1629(LC 2) FORCES. (lb) - Maximum Compression/Maximum Tension rOP CHORD 1-2 = -3/0 2-3 =-122/126 3-25 =-619/840 4-25 =-511/855 1-5 =-299/197 5-26 =-1329/763 3-26 =-1193/780 6-7 =-1244/844 7-8 =-1669/1068 8-9 =-1664/1068 3-27 =-1197/804 CHORD =-1197/804 CHORD =-791116 1 =-545/265 1 = 0/0 I = -88/77 1 = -88/77 ! =-981/1621 i = 0199 i = -24153 1 =-254/410 I = -1917 -15185 -682/476 -600/1391 -190811452 -107/510 -961187 -1134/837 -797/1340 -886/1458 10-11 =-447/291 23-28 =-545/265 21-22 =-1130/471 20-29 = 0/0 18-30 = -88/77 17-31 =-981/1621 16-32 =-981/1621 8-16 =-371/257 14-33 =-254/410 12-13 = -7/10 11-24 =-1638/1023 3-23 =-787/941 4-22 =-787/172 19-21 =-1930/1392 5-17 =-814/1392 7-17 =-978/660 9-16 =-420/744 14-16 =-709/1177 10-13 =-1243/912 Inbalanced roof live loads have been considered for design. ✓ind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=6.Opsf; BCDL=5.Opsf; h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C arior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0, .rior(2R)18-10-0 to 23-4-0, Exterior(2E) 23-4-0 to 11-3, Interior(1) 27-11-3 to 37-3-0, Exterior(2R) 3-0 to 41-9-0, Exterior(2E) 41-9-0 to 43-9-12 zone; lilever left exposed ; porch left exposed;C-C for nbers and forces & MWFRS for reactions shown; lber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf ;uilding Designer / Project engineer responsible for Eying applied roof live load shown covers rain loading iirements specific to the use of this truss component. 'rovide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 23, 1188 lb uplift at joint 21 and 676 lb uplift at joint 24. BL4 F// P 76051 STATE OF % r// j ONA 111111 21 b Truss Truss Type Qty Ply 1696 C7 Roof Special 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:39 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-5salvT3tUW W5FVEnZ2uDmaBORxpG4g3Zyb7hPMzhtao 2-4-0 44-6-12 -0 -12 8 6 0 14-B-0 23A-0 29-11-3 36-10-2 43-9-0 43- -1 0 -12 6-2-0 6-2-0 8-8-0 6-7-3 6 10-14 6-10-14 0- 1 2-4-0 0-9-0 Dead Load DeB. =1I8 In 5x6 = 5 00 12 6 6X8 = 6z8 = 5x10 = r��-�24 6x6 = 44 = NOP2X STP= W if 7 8 9 5 WWB W9 b 4 W7 11 0V 3 3x4 9 22 1 3 21 16 1 13 14 28 W 3x5 = 20 25 19 18 2 17 3x8 = 12 11 10 NOP2X STP= 6z7 = NOP2X STf.- = ,5x4 11 1.5z4 11 3.50 = 2x4 If 1.5x5 11 5x4 = .5z4 11 8-6-0 14-8-0 17-9-0 23-4-0 30-2-0 36-10-2 44-6-12 .-AP-' 1 44-6-12 'late Offsets (X Y)- [5.0 3 8 Edge] [9.0 2 12 0-2-8] [11.0-4-0 0-1-8] [13.0-5-8 0-2-8] [14.0-2-8 0-1-8] [18.0-2-0 0-3-0] [19.0-3-8 0-3-0] [20:0-2-12 0-0-121 1 OADING(psf) SPACING- 2-0-0 1. DEFL. in (loc) I/deft L/d PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 �cs 1.00 Vert(LL) 0.18 18-19 >810 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.88 Vert(CT) 0.18 18-19 >828 180 ,CLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.03 21 n/a n/a ,CDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 309 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31, T4: 2x6 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 `Except' W15: 2x8 SP No.2 IRACING- 'OP CHORD Itructural wood sheathing directly applied, except end erticals. IOT CHORD Ngid ceiling directly applied or 4-4-8 oc bracing. VEBS Row at midpt -18, 5-14, 7-14, 8-11, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) :0 = 878/0-8-0 (min. 0-1-8) 8 = 2378/0-8-0 (min.0-2-15) :1 = 1567/0-6-12 (min. 0-1-8) Aax Horz :0 = 567(LC 10) 4ax Uplift :0 = -548(LC 6) 8 = -1165(LC 7) :1 = -676(LC 11) Aax Grav :0 = 891(LC 21) 1 = 1589(LC 2) :ORCES. (lb) - Maximum Compression/Maximum Tension -OP CHORD -2 = -3/0 2-3 =-122/128 I-22 =-619/862 4-22 =-511/877 •-5 =-276/195 5-23 =-1322/807 i-23 =-1189/824 6-24 =-1188/841 '-24 =-1283/824 7-8 =-1924/1170 I-9 =-1257/720 =-791116 =-543/262 = 0/0 = -86/75 = -86/75 =-1179/1930 = -19/34 = -15/85 =-303/347 =-703/477 =-603/1391 =-1905/1462 =-41/429 =-1247/905 =-616/906 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 9-21 =-1505/929 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 20-25 =-543/262 10.Opsf. 18-19 =-1132/471 -11 8) Bearing at joint(s) 21 considers parallel to grain value 17-19 = using ANSI/TPI 1 angle to grain formula. Building 15-26 = -86/75 designer should verify capacity of bearing surface. 14-27 =-1679/1930 9) Provide mechanical connection (by others) of truss to 11-28 = -11791 bearing plate capable of withstanding 548 lb uplift at joint 20, 1165 lb uplift at joint 18 and 676 lb uplift at joint 21. 12-13 = 0/98 3-20 =-787/952 4-19 =-783/173 16-18 =-1921/1402 5-14 =-840/1385 7-14 =-1123/711 11-13 =-706/1236 9-11 =-998/1744 roof live loads have been considered for id: ASCE 7-16; Vult=170mph (3-second gust) -132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope) and C-C or(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 18-10-0, or(2R)18-10-0 to 27-10-0, Interior(1) 27-10-0 to 12 zone; cantilever left exposed ; porch left ;ed;C-C for members and forces & MWFRS for ons shown; Lumber DOL=1.60 plate grip DOL=1.60 = 20.0 psf lding Designer / Project engineer responsible for ng applied roof live load shown covers rain loading ements specific to the use of this truss component. wide adequate drainage to prevent water ponding. plates are MT20 plates unless otherwise indicated. s truss has been designed for a 10.0 psf bottom live load nonconcurrent with any other live loads. 11//��/ P ,7605'l ' 1 • I 1 STATE OF 1� i -Q % i a lllill 22 ,b Truss Truss Type Qty Ply 1696 C8 Roof Special 1 1 Job Reference o tional ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:40 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-Z28g7p3VFgeyt3p_6mPSJnkCdLAgplSiB FIExozhtar 2-4-0 0 -12 8-6-0 14-8-0 21.11-0 24-9-0 31-11-3 37-11-6 44-6-12 0 -12 6-2 0 N 7-3-0 2-10.0 7-2-3 6 0-2 2-4-0 Deed Load DaO. = 1161n 5,0 Sx5 = 5z5 = 12 6 7 4x5 = 618 = 23 5x10 = 5x7 4 22 5x5 = 3x4 = NOP2X STP= 5 8 9 10 3z4 6 Iw /,[; 14 W6 0 W1 t 2 1 3z4 i 21 3 N21 N d 3.5 = 19 24 18 17 25 16 15 14 26 13 27 12 11 NOP2x STP= 3.5x4 = N0P2X STP= US = 3x4 = 3.54 - 3z4 = 3x4 = 2x4 II 1.5x4 II 5z5 = 21-0 8-6-0 1 14-8-0 21-11-0 24-9-0 31-11-3 1 37-11-6 1 44-6-12 2 'late Offsets (X Y) [5.0 3-4 0-3-4] 18.0-2-8 0-2-12] [10.0-2-12 0-2-81 [12.0-1-12 0-1 8][16.0-2-12 0-1-81[17:0-2-8 0-3-4] [18:0-2-0 0-1-81 .OADING(psf) SPACING- 2-0-0 SI. �C DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 0.91 Vert(LL) 0.16 17-18 >918 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 9C 0.79 Vert(CT) -0.26 13-15 >999 180 ICLL 0.0 Rep Stress Incr YES 0.83 Horz(CT) -0.02 20 n/a n1a ICDL 10.0 Code FBC2020/TPI2014 �B atdx-S Weight: 301 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except' T4: 2x4 SP M 31 IOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3 VEBS 2x4 SP No.3 *Except* W13: 2x8 SP No.2 IRACING- -OP CHORD structural wood sheathing directly applied or 2-2-0 oc lurlins, except end verticals. IOT CHORD tigid ceiling directly applied or 5-3-14 oc bracing. VEBS Row at midpt ;-17. 5-16, 6-16, 7-16, 8-15. 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2EACTIONS. (lb/size) 7 = 2656/0-8-0 (min.0-3-4) 9 = 682/0-8-0 (min.0-1-8) !0 = 148410-6-12 (min.0-1-8) Aax Horz 9 = 518(LC 10) Aax Uplift .7 = -1290(LC 7) .9 = -493(LC 6) !0 = -632(LC 11) Aax Grav 17 = 2740(LC 2) 19 = 770(LC 21) !0 = 1531(LC 2) °ORCES. (lb) - Maximum Compression/Maximum Tension "OP CHORD 1-2 = -3/0 2-3 =-113/141 1-21 =-412/539 4-21 =-307/555 1-5 =-6561619 5-22 =-895/541 3-22 =-776/558 6-7 =-7151648 '-23 =-1036/733 CHORD =-11401716 =-1177/651 1 =-1439/865 CHORD =-85/110 1 =-489/221 i =-509/497 i =-523/944 i =-955/1670 =-651/1177 ! = -17/27 =-6651754 =-843/220 =-2144/1740 =-259/249 =-369/812 =-361/390 =-1075/746 7) * This truss has been designed for a live load of =-1665/946 8-9 -1665 8-9 20.0psf 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, with BCDL = 10.0psf. 8) Bearing atjoint(s) 20 considers parallel to grain value 19-24 =-489/221 using ANSI/TPI 1 angle to grain formula. Building 17-18 =-808/283 designer should verify capacity of bearing surface. 16-25 =-509/497 9) Provide mechanical connection (by others) of truss to 14-15 =-50914970 bearing plate capable of withstanding 1290 lb uplift at 13-15 =-955/1670 joint 17, 493 lb uplift at joint 19 and 632 lb uplift at joint 12-26 =-951/1170 20. 3-18 =-3951297 4-17 =-704/1498 5-16 =-1113/1597 7-16 =-878/613 8-15 =-964/573 9-13 =-435/717 10-12 =-933/1693 roof live loads have been considered for design. /ind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C :rior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 17-5-0, ;rior(21R) 17-5-0 to 29-3-0, Interior(1) 29-3-0 to 02 zone; cantilever left exposed ; porch left Dsed;C-C for members and forces & MWFRS for :tions shown; Lumber DOL=1.60 plate grip DOL=1.60 in = 20.0 psf wilding Designer / Project engineer responsible for tying applied roof live load shown covers rain loading iirements specific to the use of this truss component. 'rovide adequate drainage to prevent water ponding. dl plates are MT20 plates unless otherwise indicated. his truss has been designed for a 10.0 psf bottom rd live load nonconcurrent with any other live loads. `I p�Q%��l✓ENSF %-'KL � �i . , ep7a5l STATE OF ` i 'ram �.c%'�;°COR►�P'G� 0NAL�\ �llll I I i tlll 23 )b Truss Truss Type Oty Ply 4696 C9 Roof Special 1 1 Job Reference (optional) Southem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:40 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-Z28g7p3VFgeyt3p_6mPSJnkFu LA?pHOiBFIExozhtar 2-4-0 .0- -12 8-6-0 14-8-0 21-0-0 2-1- 26-9-0 33-11-3 38-11.6 44-6-12 0 12 6-2-0 6-2-0 6-4-0 1 4-8-0 7-2-3 5-0-2 5-7-6 2-4-0 Dead Load DeB. =118 N 5x5 = 5.00 12 5x5 = Sz5 = 8 7 8 6x8 = 54- 24 25 504 = 5 5x5 = 3x4 = NOP2X STP= 9 10 11 3x4 i 9 4 W6 0 L W11 r 3x4 i 23 2 3 p 3 d 22 iA 3 N21 N d 3.5 =I'_1 1 20 26 19 18 27 28 29 15 30 17 16 14 13 12 NOP2X STP= 3.5x4 = NOP2X STP= &W = 3x8 = 3x6 W = 3x4 = 2.5x4 11 1.5x4 II 5x5 = -0 8-6-0 14-8-0 21-0-0 26-9-0 33-11-3 38-11-6 44-6-12 11-AV 44-6-12 'late Offsets (X Y)- [5:0-3-0 0-3-0] [8:0-2-12 0-2-8] [9:0-2-8 0-2-12] [11:0-3-12 0-3-0] [12:0-2-0 0-0-4][13:0-1-12,0-1-8],[17:0-2-8,0-1-12],[18:0-2-8,0-3-4],[19:0-2-0,0-1-8] .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 0.76 Vert(LL) 0.16 18-19 >951 240 MT20 244/190 -CDL 15.0 Lumber DOL 1.33 TC C 0.78 Vert(CT) -0.28 14-16 >999 180 3CLL 0.0 ' Rep Stress Incr YES B 0.93 Horz(CT) 0.13 22 n/a n/a 3CDL 10.0 Code FBC2020/TPI2014 �matrix-S Weight: 300 lb FT = 4% -UMBER- OP CHORD 2x4 SP No.2 *Except* T5: 2x4 SP M 31 30T CHORD 2x4 SP No.2 NEBS 2x4 SP No.3'Except* W14: 2x4 SP No.2 ETHERS 2x8 SP No.2 3RACING- rOP CHORD Structural wood sheathing directly applied or 4-1-15 oc )urlins, except end verticals. 30T CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. NEBS I Row at midpt i-18, 5-17, 6-17, 7-17, 7-16, 8-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 2798/0-8-0 (min.0-3-7) !0 = 599/0-8-0 (min.0-1-8) 1-2 = 142610-6-12 (min. 0-1-8) Aax Horz 1.0 = 472(LC 10) Aax Uplift 18 -1347(LC !0 = -486(LC 6)) !2 = -627(LC 11) Aax Grav 18 = 2893(LC 2) !0 = 743(LC 21) !2 = 1454(LC 2) °ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD 1-2 = -3/0 2-3 =-118/151 1-23 =-369/470 4-23 =-2661486 1-5 =-749/818 5-24 =-706/446 i-24 =-605/468 6-7 = -581 /525 '-8 =-1121/934 TOPS CHORD 8-2 =-1215/856 9-1 9 =-1802/1059 12- 1 = 0/103 BOTCHORD 2-20 =-89/117 19-26 =-438/179 18-27 =-676/646 17-# =-3301700 16-29 =-330/700 15-30 =-1072/1812 13-14 =-70011214 9-25 =-1317/839 10-11 =-1214/700 11-21 = 0/103 20-26 =-438/179 18-19 =-674/246 17-27 =-676/646 28-29 =-330/700 15-16 =-1072/1812 14-30 =-107211812 12-13 =-86/148 3-29 =-639/709 3-19 =-340/269 4-119 =-847/245 4-18 =-768/1535 5-18 =-2265/1833 5-17 =-1212/1736 6-17 =-143/266 7-17 =-1187/901 7-1 =-656/911 8-16 =-139/308 9-1 _-867/535 9-14 =-4911474 10-14 =-5421886 10-13 =-1110/755 11-13 =-926/1608 11-22 =-1477/844 1) Unbalanced roof live loads have been considered for thin design. 2) *ind: ASCE 7-16; VuIt=170mph (3-second gust) Va d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; �xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ex erlor(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 16-6-0, Exierior(2R) 16-6-0 to 21-0-0, Exterior(2E) 21-0-0 to 22-II1-0, Exterior(2R) 22-1-0 to 31-3-0, Interior(1) 31-3-0 to � -12 zone; cantilever left exposed ; porch left exRosed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lin = 20.0 psf 3) Building Designer / Project engineer responsible for verfting applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 8) Bearing atjoint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1347 lb uplift at joint 18, 486 lb uplift at joint,20 and 627 lb uplift at joint 22. P 76051 STATE OF ` �1111 I 1 ll\\ 24 b Truss Truss Type Oty .696 CC1 Roof Special 1rder 1 1 Fy Job Reference (optional) outhern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:41 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-1 Ei3K84777npVDOAgTxhs7HMKIV3YmssOvUoUEzhtan 2-4-0 21-1-0 -12 8-6-0 14.8-0 20-11-0 21-024-1-0 28-9-0 35.11-3 39-11-6 44-6-12 0- -12 0 6-2-0 6-3-0 0- -0 3 0-0 4-8 0 7-2-3 4-0-2 4-7-6 2-4-0 0-1-0 Dead Load DeO. =118 in 5x5 = sm 12 s Sx5 = 5x5 = 7 6x8 = 5x7 1.5x4 = 5 5x14 = 5x8 = 1.50 II NOP2X STP= 9 10 11 3x4 4 W 4 W6 21 L 1 0 W11 1 29 n 3x4 i _ 2 v 2; 3 4 N21 d Us - t9 ,Is 17 26 16 27 28 15 14 13 12 NOP2X STP= 3.6x4 = NOPZX STP= 3.5x8 = 5x8 = 3.5x4 = 1.5x4 II 3x4 II 1.50 II 5x7 = 2 4-0 8-6-0 14-8-0 21-0-0 2111-0 28-9-0 35-11-3 39-11-6 44-6-12 0_ -12 44-6-12 ,late Uttsets (A,Y)- LO:U-3-t5,U-3-uJ, [v:U-0-4,u-z-0L I I I:U-o-I G1U-0-ivJ, L I c:U-c-U,v-UwL [I t.,J-I-Ic,v-I-14J, Llu.v-J-V,v-.,-vJ, L---a-, c.,v----J, L,,... .,,..-. -J, L'-'- � ..,, OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud CLL 30.0 Plate Grip DOL 1.33 C 0.97 Vert(LL) -0.17 15-16 >999 240 CDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.30 14-15 >999 180 CLL 0.0 ' Rep Stress Incr NO 1 B 0.82 Horz(CT) 0.06 23 n/a n/a CDL 10.0 Code FBC2020/TP12014 lylatdx-S UMBER - OP CHORD 2x4 SP No.2 *Except` T5: 2x4 SP M 31 OT CHORD 2x4 SP No.2 JEBS 2x4 SP No.3 "Except' W17,W15: 2x4 SP No.2 ITHERS 2x8 SP No.2 ;RACING - OP CHORD tructural wood sheathing directly applied or 3-1-14 oc urlins, except end verticals. OT CHORD rigid ceiling directly applied or 5-5-3 oc bracing. JEBS Row at midpt -17, 5-16, 7-16, 9-15, 6-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. :EACTIONS. (lb/size) 7 = 3072/0-8-0 (min.0-3-12) 9 = 405/0-8-0 (min. 0-1-8) 3 = 1345/0-6-12 (min. 0-1-8) lax Horz 9 = 435(LC 8) lax Uplift 7 = -1422(LC 5) 9 = -455(LC 23) 3 = -593(LC 9) lax Grav 7 = 3161(LC 2) 9 = 646(LC 19) 3 = 1359(LC 2) TOP CHORD 8-9 =-13611581 10-24 =-2958/1286 11-25 =-2958/1286 21-22 = 0/96 BOl CHORD 2-19 = -91/34 17-1i8 =-5481249 16-216 =-1058/504 27-28 =-2501774 14-15 =-74911762 12-113 =-80/196 5- 7- 11 3) ORCES. (lb) - Maximum Compression/Maximum Tension °e 'OP CHORD re' -2 = -3/0 2-3 =-34/160 4) -4 =-2721632 4-5 =-49411231 5) -6 = 480/292 6-7 = 414/291 ch -8 =-1162/624 =-5451270 =-292/307 =-2510/998 =-1172/641 =-110/163 =-1044/566 =-165173 =-279/216 =-584/1273 =-1397/610 9-10 =-2930/1284 24-25 =-2958/1286 12-22 =-111129 11-21 =-14/143 18-19 =-401/29 17-26 =-1058/504 16-27 =-250/774 15-28 =-250/774 13-14 =-87/221 3-18 =-523/329 4-17 =-841/696 5-16 =-720/1977 7-15 =-333/785 9-15 =-725/388 14-20 =-828/1941 13-20 = -32176 20-21 = -34/5 11-20 =-1272/2971 Ialanced roof live loads have been considered for isign. - d: ASCE 7-16; Vult=170mph (3-second gust) 132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope); ver left exposed; porch left exposed; Lumber 1.60 plate grip DOL=1.60 Lrmin = 20.0 psf ding Designer / Project engineer responsible for 1g applied roof live load shown covers rain loading aments specific to the use of this truss component. vide adequate drainage to prevent water ponding. >lates are MT20 plates unless otherwise indicated. s truss has been designed for a 10.0 psf bottom live load nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 Weight: 293 lb FT = 4% 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, with BCDL = 101Opsf. 8) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1422 lb uplift at joint 17, 455 lb uplift at joint 19 and 593 lb uplift at joint 23. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 32 lb up at 41-0-4, and 30 lb down and 32 lb up at 43-04 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-6=-90, 6-7=-90, 7-8=-90, 8-9=-90, 9-11=-90, 2-12=-20 `,�,11 \P v GENSF ` ` PF 76051 r STkTE OF �; 111111 25 1b Truss Truss Type Qty " Ply 4696 • CC2 Roof Special Girder 1 1 Job Reference (optional) ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:42 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-VQGRYU51mRvf7NzMEBSwOCpahBoYHAS?eZELOhzhtal 2.4-0 -0- -12 8-6-0 14-8-0 1 -11-0 23-1.0 26-1.0 30-9-0 35 6-6 40-3.13 44-6-12 0- -12 6-2-0 6-2-0 1 3-0 4-2-0 3-0-0 4-8-0 4-9-6 4-9-6 4-2-15 2-4-0 Dead Load Deft. =1141n 5x5 = 5x5 = 5.00 12 8 7 5x5 = 5x5 = 1.5x4 II 8 5 3x4 5x5 4 10 W 4 W Sz = 7x7 = Wi 1 11 12 I� 3z4 4 8 R 3 h a21 d 3x5 = 19 16 1722 23 16 24 25 76 14 13 NOP2x STP= 3.6x4 = NOP2X STP 3.54 = 5x8 = 3.5x8 = 2x4 11 1.5x4 II 5X8 = 21-0 8-6-0 14-8-0 1 23-1-0 30-9-0 1 40-3-13 1 44-6-12 0_ _12 44-6-12 'late Offsets X,Y 4:0-2-8 0-3-4 , 12:0-3-8,0-4-12 , 14:0-1-8,0- -8 15:0-3-12 0-3-0 , 17:0-4-0,0-3-4 18:0-2-0 0-1-8 _OADING (psf) SPACING- 2-0-0 'IS]. DEFL. in (loc) I/deft L/d PLATES GRIP -CLL 30.0 Plate Grip DOL 1.33 C 0.81 Vert(LL) -0.19 14-15 >999 240 MT20 2441190 COL 15.0 Lumber DOL 1.33 C 0.97 Vert(CT) -0.42 14-15 >831 180 3CLL 0.0 Rep Stress Incr NO B 0.93 Horz(CT) 0.02 12 n/a n/a 3CDL 10.0 Code FBC2020/TP12014 atdx-S Weight: 277 lb FT = 4% .UMBER - FOP CHORD 2x4 SP No.2 "Except` T7: 2x6 SP No.2 30T CHORD 2x4 SP No.2 NEBS 2x4 SP No.3 3RACING- FOP CHORD Structural wood sheathing directly applied or 3-7-0 oc )urlins, except end verticals. 30T CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NEBS I Row at midpt 6-17, 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2084/0-6-12 (min. 0-2-8) 19 = 522/0-8-0 (min. 0-1-8) 17 = 2928/0-8-0 (min. 0-3-9) vlax Horz 19 = 328(LC 8) Oax Uplift 12 = -1018(LC 9) 19 = -244(LC 23) 17 = -1058(LC 8) %lax Grav 12 = 2096(LC 20) 19 = 654(LC 19) 17 = 3011(LC 2) =ORCES. (lb) - Maximum Compression/Maximum Tension FOP CHORD 1-2 = -3/0 2-3 =-134/122 3-4 =-208/399 4-5 =-309/978 5-6 =-171/936 6-7 =-833/482 r-8 =-945/483 8-9 =-15361790 3-10 =-1737/797 10-11 =-2260/1041 11-20 =-2089/928 20-21 =-2093/930 12-21 =-2098/932 12-13 = -8/15 30T CHORD i-19 =-27/120 CHORD 9 =-297/87 2 = 0/233 3 = 0/233 5 =-389/1291 5 =-809/1882 -549/307 0/246 -4921395 -544/1409 -1125/655 -47/299 -218/333 -1134/2578 9) Gap between inside of top chord bearing and first 18 =-337/244 17-18 -337/ diagonal or vertical web shall not exceed 0.500in. 22-= 0/233 10) Hanger(s) or other connection device(s) shall be 16-24 = 291 provided sufficient to support concentrated load(s) 409 lb 15- 25 =-389/1291 down and 284 lb up at 41-0-4, and 409 lb down and 286 13-25 = -389/1 lb up at 43-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 3-18 =-315/216 4-17 =-807/500 6-17 =-21261763 7-16 =-53/122 8-15 =-217/451 10-15 =-551/427 11-14 =-1542/856 nbalanced roof live loads have been considered for design. find: ASCE 7-16; Vult=170mph (3-second gust) 1=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope); ilever left exposed; Lumber DOL=1.60 plate grip 1.60 Lrmin = 20.0 psf uilding Designer / Project engineer responsible for ying applied roof live.load shown covers rain loading drements specific to the use of this truss component. rovide adequate drainage to prevent water ponding. II plates are MT20 plates unless otherwise indicated. his truss has been designed for a 10.0 psf bottom A live load nonconcurrent with any other live loads. This truss has been designed for a live load of ipsf on the bottom chord in all areas where a angle 3-6-0 tall by 2-0-0 wide will fit between the Dm chord and any other members, with BCDL = ovide mechanical connection (by others) of truss to ing plate capable of withstanding 1018 lb uplift at 12, 244 Ib uplift at joint 19 and 1058 lb uplift at joint LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-6=-90, 6-7=-90, 7-8=-90, 8-9=-90, 9-11=-90, 11-12=-90, 2-13=-20 Concentrated Loads (lb) Vert: 20=-353 21=-359 O111I VA GIENS i PF 76051 r STATE OF F4OR1�P�GC�` 26 1b Truss Truss Type Qty Ply 1696 D1 Roof Special 1 1 Job Reference (optional) southern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:43 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-zdgplg6NXl1 WkXYYouz9xQMj6YGSOcd9tDzuY7zhtas 2-4-0 46-8-12 0 -12 9-B-0 17-0-0 21-0-0 25-0-0 28-0.0 32-8-0 38-6-0 44-4-0 46-8-0 0- 12 7 4-0 7 4-0 4-0-0 4-0-0 3-0-0 4-8-0 5-10 0 5-10-0 2 4-0 24-0 0-0-12 Dead Load Dea. 01141n 5x5 5.00 12 — 5x5 = 3x5 = 7 5x5 = 5x5 = 8 US MT2°HSG 24 4 C W 6 10 b 3x8 G 2 4 >253x5 26 3x8 3 1 11 13 N21 123 12 N id d US= 22 21 20 19 27 25 18 29 30 17 16 15 14 4x5 = NOP2X STP= 4x8 = 46 3x8 = 5x6 WB= 3x8 = 4x6 = NOP2X STP= 2.5x5 II x8 25x5 11 24-0 9-8-0 17-0-0 25-0-0 32-8-0 38-6-0 44-4-0 46-B-0 0- -12 I 46-8-0 0- -12 Nate Offsets (X Y)— [3:0-3-8 0-1-8] [4:0-4-0 0-3-4] (5:0-2-12 0-2-§] [11:0-3-4 0-1-81[14:0-3-0 0-1-4] [15:0-3-0 0-1-8],[21:0-3-0,0-1-8].[22:0-3-0,0-1-4] .OADING(psf) SPACING- 2-0-0 psi. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.95 Vert(LL) -0.31 18-19 >999 240 MT20 2441190 'CDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(CT) -0.55 18-19 >925 180 MT20HS 187/143 ICLL 0.0 * Rep Stress Incr YES B 1.00 Horz(CT) 0.12 14 n/a n/a ICDL 10.0 Code FBC2020/TP12014 atNx-S Weight: 272 lb FT = 4%d .UMBER - 'OP CHORD 2x4 SP No.2 *Except* T2,T1: 2x4 SP M 31 IOT CHORD 2x4 SP M 31 VEBS 2x4 SP No.3 *Except* W2,W12: 2x4 SP No.2 )THEIRS 2x4 SP No.3 sRACING- 'OP CHORD structural wood sheathing directly applied. SOT CHORD tigid ceiling directly applied or 4-10-15 oc bracing. VEBS Row at midpt -21, 4-19, 6-19, 6-18, 11-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) :2 = 2570/0-8-0 (min.0-2-3) 4 = 2570/0-8-0 (min.0-2-3) Aax Horz :2 = 190(LC 10) Aax Uplift :2 = -918(LC 10) 4 = -997(LC 11) Aax Grav :2 = 2613(LC 2) 4 = 2616(LC 2) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-315/57 .-23 =-3828/2572 4-23 =-3637/2598 -24 =-3496/2615 5-24 =-3379/2633 -6 =-3136/2576 6-7 =-341912780 '-8 =-3719/2934 8-9 =-3340/2675 1-25 =-3593/2761 10-25 =-3684/2741 0-26 =-357412531 11-26 =-3658/2517 1-12 =-373/44 12-13 = -3/0 IOT CHORD :-22 =-52/267 ICHORD 7) * This truss has been designed for a live load of B BOJ'�,2 20.Opsf on the bottom chord in all areas where a 210 =-240/287 20-21 =-2131/3438 rectangle 3-6-0 tall by 2-0-0 wide will fit between the =-2401/3438 19-21 =-2131/3438 bottom chord and any other members, with BCDL = 27-28 =-2092/3352 �9 18-28 =-2092/3352 10.Opsf. 18- =-2540/3891 29-30 =-2540/3891 8) Provide mechanical connection (by others) of truss 17-10 =-2540/3891 16-17 =-2540/3891 bearing plate capable of withstanding 918 lb uplift at joint 15-16 =-2115/3299 12-' 4 = -11343 14-15 = -1/343 22 and 997 lb uplift at joint 14. WEBS 3-2� =-240212004 3-21 =-2447/3294 4-21 =-375/482 4-19 = -485/415 5-1 =-4631889 6-19 =-673/436 6-1 =-225/263 � 7-18 =-80411147 8-1 =-109211001 8-16 =-917/722 9-16 =-5331992 10-16 =-79/195 10-15 =-545/579 11-15 =-2505/3304 11- 4 =-241112016 to d left roof live loads have been considered for Vind: ASCE 7-16; Vult=170mph (3-second gust) d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. Jxp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C arlor(2E) -0-1-7 to 4-6-9, Interior(1) 4-6-9 to 12-4-0, :rior(21R) 12-4-0 to 25-0-0, Exterior(2E) 25-0-0 to �-0, Exterior(2R) 28-0-0 to 37-4-0, Interior(1) 37-4-0 -1-7, Exterior(2E) 42-1-7 to 46-9-7 zone; cantilever anId right exposed ;C-C for members and forces & FRS for reactions shown; Lumber DOL=1.60 plate DOL=1.60 Lrmin = 19.0 psf building Designer / Project engineer responsible for Eying applied roof live load shown covers rain loading �Irements specific to the use of this truss component. 'rovide adequate drainage to prevent water ponding. III plates are MT20 plates unless otherwise indicated. 'his truss has been designed for a 10.0 psf bottom rd live load nonconcurrent with any other live loads. M B� �N�'`,�GENSF P 76051 1 1 STATE OF ; 0 ZZ �lll I @ I111 27 ,b Truss Truss Type Oty Ply 4696 D2 Roof Special 1 1 Job Reference (optional) outhern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:44 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-SpOBzA6?129NMh71LcUOTdv15yc913916tjS4Zzhta 24-0 46-8-12 -0- •12 5-5-0 11-0-0 15-0-0 18-8- 23-8-2 27-0-0 30-0.0 34-8-0 39-6-0 44-4-0 46-8.0 0- -12 3-1-0 5-7-0 4-0-0 3-8- 5-0-2 3-3 13 3-0-0 4-8-0 4-10-0 4-10-0 2-4-0 24-0 0-0-12 Dead Load DeO. = 51161n 5,00 F12 5x5 = 3x4 II 3x5 = 5x5 = 7 8 30 31 9 10 5z5 = 5x5 = 5x6 W84 2x4 II 11 29 6 32 5 5x7 a 11 13 4x5 i 4 4 48 i�; WI 4 33 2A 11 V12 X16 14 1 24 qq 15 r^^I4 23 5x8 �2 4x10 NI r2OHS= 34 35 d 45 = 27 26 3x8 = 4x5 = 21 36 37 20 19 18 17 NOP2X STP= 3z4 11 3z4 11 5x8 = 3.5x8 = 4x6 = 3x5 = NOM STP= 2.54 11 Sz5 = 5-5-0 11-0-0 18-8-0 122-10-0 30-0-0 34-8-0 44-4-0 46-8-0 0-AP-0 46-8-0 0- -12 'late VnseiS A,Y— 3:V-4-U,V-I-14 4:U-4-+,U-4-U, O:U-0-UXL1 el, - - - - .OADING(psf) SPACING- 2-0-0 51. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 C 0'36 Vert(LL) -0.38 23-24 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 C 0.51 Vert(CT) -0.70 23-24 >722 180 MT20HS 187/143 ICLL 0.0 ' Rep Stress Incr YES B 0.98 Horz(CT) 0.25 17 n/a n/a ICDL 10.0 Code FBC2020/TPI2014 I atrix-S Weight: 283 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 3) Building Designer / Project engineer responsible for IOT CHORD 2x4 SP M 31 `Except` TOP CHORD verifying applied roof live load shown covers rain loading B2,B4: 2x4 SP No.3 12-3 2 =-371012767 13-32 =-3719/2748 requirements specific to the use of this truss component. VEBS 2x4 SP No.3 `Except` 13-3 =-235/64 14-33 =-268/48 4) Provide adequate drainage to prevent water ponding. W2,W8: 2x4 SP No.2 14-1 = -46410 15-16 = -3/0 5) All plates are MT20 plates unless otherwise indicated. )THEIRS 2x4 SP No.3 BO CHORD 6) This truss has been designed for a 10.0 psf bottom IRACING- 2-27 =-541210 26-27 =-86/230 chord live load nonconcurrent with any other live loads. 'OP CHORD 25-26 =-48/145 4-25 =-227/308 7) ` This truss has been designed for a live load of Itructural wood sheathing directly applied or 3-3-9 oc 24-25 =-2665/4505 24-34 =-2338/3761 ' -urlins. 34-3i5 =-2338/3761 23-35 =-2338/3761 rectangle 3-6-0 tall by 2-0-0 wide will fit between the j IOT CHORD 22- 3 = 0/80 8-23 =-415/400 2i bottom chord and any other members, with BCDL = I tigid ceiling directly applied or 4-9-8 oc bracing. 21-22 =-132/143 21-36 =-2354/3675 10.Opsf. VEBS 36-3`/ =-2354/3675 20-37 =-2354/3675 � 8) Provide mechanical connection (by others) of truss to Row at midpt 19-?�0 =-2158/3364 18-19 =-2158/3364 0-20, 11-20, 13-17 17-18 =-2048/3027 15-17 = 0/422 bearing plate capable of withstanding 955 lb uplift at joint WEBS 27 and 1006 lb uplift at joint 17. WE MiTek recommends that Stabilizers and required WE _-2361/1790 3-25 =-2894/4329 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 4-2 _-276/358 6-24 = 496/558 7-2 =-587/958 7-23 =-641/1075 1EACTIONS. (lb/size) 21-23 =-2344/3809 9-23 =-403/782 :7 = 2570/0-8-0 (min.0-2-3) 9-2' _-9751688 10-21 =-161/554 7 = 2570/0-8-0 (min. 0-2-2) 10-20 =-1098/1374 11-20 =-2062/1751 4ax Horz 12- 0 =-95711304 12-18 =-53/161 :7 = 169(LC 10) 13- 8 =-1261435 13-17 =-3517/2962 4ax Uplift 14- 7 =-415/493 :7 =-955(LC 6) 7 =-1006(LC 7) NOTES- 4ax Grav 1) Unbalanced roof live loads have been considered for :7 = 2606(LC 2) this Idesign. 1 I 7 = 2600(LC 2) Vasl-=132mph; TCDL=5.Opsf, BCDL=5 Opsf;dh=18ft; Cat. I I ORCES. (lb) -Maximum Compression/Maximum Tension II; Exp D; Encl., GCpl=0.18; MWFRS (envelope) and C-C BL���`�%f 11� 'OP CHORD Exterior(2E) -0-1-7 to 4-6-9, Interior(1) 4-6-9 to 10-4-0, \P�' DENS ,;I� �/ I -2 = -3/0 2-3 =-220/82 Exterlor(2R) 10-4-0 to 19-8-0, Interlor(1) 19-8-0 to 22-4-0 ,` %��.� F ���- -28 =-4792/3103 4-28 =-4722/3114 E4erior(2R) 22-4-0 to 27-0-0, Exterior(2E) 27-0-0 to 1 1 P 76051 r 5 = 4763/3264 5-29 = 4652/3269 30-0-0, Exterior(2R) 30-0-0 to 39-4-0, Interior(1) 39-4-0 1 -29 =-4614/3276 6-7 =-4758/3507 to Exterior(2E) 42-1-7 to 46-9-7 zone; cantilever 8 = 4317/3328 8-30 = 4297/3319 left nd right exposed ;C-C for members and forces & �; « ,0-31 = -4297/3319 9-31 =-4297/3319 M FRS for reactions shown; Lumber DOL=1.60 plate , STATE OF ; I 1-10 =-3834/3050 10-11 = 4674/3686 grip DOL=1.60 Lrmin = 19.0 psf / �0 , CC1 %% i < 1-12 = 4222/3291 0X, '-FiOR1oP', `�ri oNAL �GN~\` 28 1b Truss Truss Type Qty Piy 1696 D3 Roof Special 1 1 Job Reference (optional) southern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:44 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-SpOBzA6?129N Mh71LcUOTdvzuyb114al6tjS4Zzhta] 2-4-0 46-8-12 0 _12 5 5-0 11-0-0 13-0-0 18.8-0 23-10-0 29 0-0 32-0-0 36-8-0 44 4-0 46 8 0 0- -12 3-1-0 5-7-0 2-0-0 5-8-0 5 2-0 5-2-0 3-0-0 4-8-0 7-B-0 2 4-0 2-4-0 0-0-12 Dead Load DeO. = 5116 h 5x6 MT20HS= - 3x4 II 3x5 = 5x5 = 2x4 II 8 28 7118 29 9 5x5 = 5x8 MT20HS= 5.00 12 5 10 27 4x5 G 1 30 c 4 3.5x8 G 26 31 3 5 4x7 ,h 3 12 14 42Z 21 13 .21 3 22 vt 4x5 4x10 MT20HS= 3x8 = 4.5 = 25 24 20 19 18 17 16 15 NOP2x STP= 3x4 II 3x4 11 54 = 3x5 = 5x6 MT20HS= 45 = NOP2x STP= 25x5 11 2.5x5 II 2-4-0 5-5-0 11-0-0 18-8-0 23-10-0 29-0-0 32-0-0 36-8-0 44-4-0 46-% 0 -12 46-8-0 0- -12 'late Offsets (X,Y)— [3:0-4-0,0-1-8], [4:0-2-4,0-2-0], [6:0-3-12,0-2- , [11:04-8,0-2-0], [12:0-3-4,0-2-8], [15:0-3-0,0-1-4], [16:0-2-8,0-1-8], [17:0-2-8,0-3-0], [19:0-2-4,0-1-8], [21:0-2-4 Ed e , 23:0-3-12 0-0-0 , 25:0-3-0 0-1-4 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP .OADING CLL 30.0 Plate Grip DOL 1.33 C 0.63 Vert(LL) 0.41 7 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.56 kEB Vert(CT) -0.70 21-22 >720 180 MT20HS 187/143 ICLL 0.0 Rep Stress Incr YES 0.95 Horz(CT) 0.24 15 n/a n/a ICDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 274 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 IOT CHORD 2x4 SP M 31 'Except' B2,B4: 2x4 SP No.3 VEBS 2x4 SP No.3'Except' W2,W8,W16: 2x4 SP No.2 IRACING- 'OP CHORD structural wood sheathing directly applied or 3-1-15 oc iurlins. IOT CHORD tigid ceiling directly applied or 4-6-0 oc bracing. VEBS Row at midpt 19-21, 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 15 = 2570/0-8-0 (min. 0-2-2) 5 = 2570/0-8-0 (min. 0-2-2) Aax Horz :5 = 147(LC 10) Aax Uplift 15 = -997(LC 6) 5 = -1043(LC 7) Aax Grav 15 = 2570(LC 1) 5 = 2570(LC 1) 'ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-220/73 I-26 =-4738/3095 4-26 =-4661/3106 •-27 = -4671 /3217 5-27 =-4565/3228 i-6 =-4630/3428 6-28 =-5009/3707 '-28 =-500913707 7-8 =-4969/3677 1-29 =-4311/3296 9-29 =-4312/3296 1-10 =-4385/3326 10-11 =-452313459 1-30 =-3574/2646 30-31 =-361912628 2-31 =-3723/2620 TOPI CHORD 12-13 =-275/116 BO CHORD 2-25 =-45/211 23-24 =-49/147 22-23 =-2676/4456 20-2111 = 0/96 19-20 =-181/221 17-18 =-3050/4560 15-16 =-139/294 6-2 8-2 9-1 10- 11- 1)L this =-2360/1776 _-903/1480 =-517/955 =-2681713 =-1008/864 =-1194/1683 =-2232/3040 =-408/499 =-4721701 13-14 = -3/0 24-25 =-70/232 4-23 =-230/311 21-22 =-2442/3946 7-21 =-507/448 18-19 =-255813983 16-17 =-2160/3310 13-15 =-139/294 3-23 =-289114278 19-21 =-2608/4170 8-19 =-11251779 9-18 =-686/941 10-17 =-1118/855 11-16 =-339/425 12-15 =-2414/2133 4-22 =-276/365 roof live loads have been considered for nd: ASCE 7-16; Vult=170mph (3-second gust) =132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope) and C-C or(2E) -0-1-7 to 4-6-9, Interior(1) 4-6-9 to 8-4-0, or(2R) 8-4-0 to 17-8-0, Interior(1) 17-8-0 to 24-4-0, or(2R) 24-4-0 to 29-0-0, Exterior(2E) 29-0-0 to 3, Extedor(2R) 32-0-0 to 41-4-0, Interior(1) 41-4-0 1-7, Exterior(2E) 42-1-7 to 46-9-7 zone; cantilever id right exposed ;C-C for members and forces & IRS for reactions shown; Lumber DOL=1.60 plate IOL=1.60 Lrmin = 19.0 psf Wing Designer / Project engineer responsible for ing applied roof live load shown covers rain loading •ements specific to the use of this truss component. wide adequate drainage to prevent water ponding. plates are MT20 plates unless otherwise indicated. 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 997 lb uplift at joint 25 and 1043 lb uplift at joint 15. `1��111I I lll4�jZI CENSF _ P 76051 STATE OF , .0� Z S ONAI. 29 b Truss Truss Type Oty Ply 4696 D4 J Roof Special 1 1 � Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:45 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-w?yZAW7e3MH E_ghxvJ?dOrRBkMxaU W5RKXS?d?zhtai 46-8-12 2.4-0 0-0-12 11 0 0 14-10-0 18-8-0 22-5 8 26-9-10 31-0-0 34 0 0 38-8-0 44 4.0 46 8-0 0-0-12 B-B-0 3-10-0 3-10-0 3-9.8 4-0-2 4-2-6 3-0-0 4-8-0 5-8-0 211-0 0-0-12 2 4-0 Dead Load Deft. = 51161n 6x8 Mr20HS= 4X4 = 3x4 II 6x8 = 4x4 = 44 = 7x6 — 5 6 32 5.00 12 T2 7 8 9 3310 11 14,SX5 = 5x5 = 12 13 4X5 G 31 30 4 1 34 3.6x6 J 3.5X8 3 V 5 14 3 24 15 'A o [4 1 d2 US= 4x10 MT20HS= 26 25 8x US= US= 4 23 22 21 20 19 d 18 17 4X5 29 28 NOP2X STP= 3X4 II 3X4 11 6x8 = US = W MT20HS= 3X5 = 46 = NOP2x STP= 2.5x5 11 2.5x5 11 2 4-0 5-5-0 11-0-0 14-10-0 18-8- 22-5-8 26-9-10 31-0-0 34-0-0 38-8-0 44.4-0 46-8-0 0- -12 46-8-0 0- -12 'late Offsets (X,Y)- [3:0-4-0,0-1-8], [4:0-2-4,0-2-0], [5:0-4-0,0-2-2] [8:0-3-0,Edge], [11:0-4-4,0-3-0], [12:0-2-8,0-2-12], [13:0-3-4,0-2-12], [14:0-2-12,0-1-12], [17:0-3-0,0-1-4], 18:0-3-0 0A-8 19:0-2-0,0-1-8 20:0-4-0 0- -0 , 22:0-2-0 0-1-8 27:0-3-12 0-0-0 29:0-3-0 0-1-4 .OADING(psf) SPACING- 2-0-0 psi. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33C 0.43 Vert(LL) 0.43 7 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 C 0.56 Vert(CT) -0.72 7 >701 180 MT20HS 1871143 !CLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.26 17 n/a n/a (CDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 289 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 `Except` T2: 2x6 SP M 26 TOP CHORD !OT CHORD 2x4 SP M 31 "Except' 12-13 =-4982/3621 13-34 =-3411/2428 B2,B4: 2x4 SP No.3 14-314 =-3521/2415 14-15 =-302/31 VEBS 2x4 SP No.3 *Except* 15-16 = -3/0 W2,W16: 2x4 SP No.2, W8: 2x4 SP M 31 BO CHORD (RACING- 2-29 =-37/218 28-29 =-53/222 'OP CHORD 27- 8 =-48/148 4-27 =-217/315 structural wood sheathing directly applied or 3-2-14 cc 26- 7 =-2725/4475 25-26 =-2577/4236 urlins. 24- 5 =-3344/5423 23-24 = 0/75 IOT CHORD 7-2 =-3001230 22-23 =-152/238 rigid ceiling directly applied or 4-3-4 oc bracing. 21- 2 =-3139/4990 20-21 =-2783/4400 VEBS 19-20 =-3307/5038 18-19 =-20141,3170 Row at midpt 14-18 17-18 =-25/254 15-17 =-25/254 MiTek recommends that Stabilizers and required WEBS 3-29 =-236111761 3-27 =-2904/4288 cross bracing be installed during truss erection, in 4-2 =-270/363 5-26 =-38/242 accordance with Stabilizer Installation guide. 5-25 =-1069/1763 22-24 =-3120/5065 tEACTIONS. (lb/size) 9-24 =-861/1430 9-22 =-14231907 !9 = 2570/0-8-0 (min. 0-2-2) 11- 1 =-536/1055 11-20 =-593/835 7 = 2570/0-8-0 (min. 0-2-2) 12-20 =-972/803 12-19 =-1350/1013 Aax Horz 13- 9 =-1586/2295 13-18 =-548/547 :9 = 125(LC 10) 14- 8 =-2293/3139 14-17 =-2430/2049 Aax Uplift 6-2� =-1132/766 6-24 =-603/1074 !9 =-1040(LC 6) 10-21 =-697/444 10-22 =-120/359 7 =-1080(LC 7) Aax Grav NO ES- :9 = 2570 LC 1 1) nbalanced roof live loads have been considered for 7 = 2570(LC 1) this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) 'ORCES. (lb) - Maximum Compression/Maximum Tension Vagd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. 'OP CHORD II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C -2 = -3/0 2-3 =-225/67 Extenor(2E) -0-1-7 to 4-6-9, Interior(1) 4-6-9 to 6-4-0, I-30 =-4744/3096 4-30 =-4667/3106 Ext rior(2R) 6-4-0 to 15-8-0, Interior(l) 15-8-0 to 26-4-0, -31 = -4683/3148 5-31 =-4586/3168 Ext rior(2R) 26-4-0 to 31-0-0, Exterior(2E) 31-0-0 to ;-6 =-5424/3812 6-32 =-6164/4253 34-P-0, Exterior(2R) 34-0-0 to 42-1-7, Exterior(2E) '-32 =-6164/4253 7-8 =-6129/4233 42-0-7 to 46-9-7 zone; cantilever left and right exposed I-9 =-6129/4233 9-33 =-5123/3627 ;C-� for members and forces & MWFRS for reactions 0-33 =-5123/3627 10-11 =-4992/3608 shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.� 1-12 =-4819/3471 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 1040 lb uplift at joint 29 and 1080 lb uplift at joint 17. ,00111111 yll M.-BLS -.. P 76051 1 f -r STATE OF 1.Q: PS1//111111101 G 30 b Truss Truss Type City Ply •696 D5 ROOF SPECIAL 1 2 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:46 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-OCVyNs8GggP5b—G7T1 WsZ2_LhmE_D15bZBCY9Szhtah 2-4-0 46-8-12 0- -12 9-0-0 13-10-0 18-8-0 23-2-14 28-2-5 33-0-0 36-0 0 40-8-0 44-4-0 46-8-0 0 -12 6-B-0 4-10 0 4 10-0 4 6-14 4 11-7 4-9-11 3-0-0 4-8-0 3-8-0 2 4-0 2-4-0 0-0-12 Dead Load Dell. = 5116 In Sx5 = 3x4 II 3.5x6 = Sx5 = 5.00 12 5 6 T2 7 8 9 11 10 11 5x5 = 5x5 = 46 ! 12 13 4 31 w 3.5x5 4 1 r 14 3 V 3 V 5 24 qq 15 I4 1 .r .21 8 d l�- 4x5 = i!14x7 = 26 25 5 45 = 29 28 23 22 21 20 19 18 17 NOP2X STP= 3x4 I I 3x4 II IWO = 5x5 = NOP2.X STP= 2x5 II 2x5 II 2-4-0 5-5-0 9-0-0 13-10-0 18-8-0 23-2-14 28-2-5 33-0-0 36-0-0 40-8-0 44-4-0 46-8-0 0_ _12 46-8-0 0- -12 late Offsets X,Y — rl7:0-2-12,0-1-0 20:0-2-8,0-3-0 22:0-4-12, -2-0 , 24:0-2-4,0-2-12 , 27:0-2-0 0-0-0 29:0-2-12,0-1-0 OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 tC 0.49 Vert(LL) 0.41 24 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.67 7 >754 180 CLL 0.0 ' Rep Stress Incr YES 1AIB 0.76 Horz(CT) 0.21 17 n/a n/a CDL 10.0 Code FBC2020/TP12014 Yatrix-S Weight: 516 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 OT CHORD 2x4 SP No.2 "Except' B2,B4: 2x4 SP No.3 /EBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 RACING - OP CHORD tructural wood sheathing directly applied or 4-10-14 oc urlins. OT CHORD igid ceiling directly applied or 6-0-0 oc bracing. EACTIONS. (lb/size) 9 = 257010-8-0 (min. 0-1-8) 7 = 2570/0-8-0 (min. 0-1-8) lax Horz 9 = 105(LC 10) lax Uplift 9 = -1083(LC 6) 7 = -1118(LC 7) lax Grav 9 = 2570(LC 1) 7 = 2570(LC 1) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-263164 -30 =-4702/3037 4-30 =-4618/3046 -5 =-4765/3137 5-6 =-6525/4329 -7 =-7785/5049 7-8 =-7690/4997 -9 =-7690/4997 9-10 =-6122/4069 0-11 =-5802/3958 11-12 =-5288/3615 2-13 =-5553/3825 13-31 =-2981/2002 4-31 =-3058/1990 14-15 = 430/180 5-16 = -3/0 OT CHORD -29 =-21/250 28-29 =-34/230 7-28 =-421129 4-27 =-235/282 6-27 =-2611/4355 25-26 =-2599/4351 4-25 =-3946/6525 23-24 = 0/93 22-2� =-2351387 20-21 =-2991/4805 18-19 =-1694/2806 15-17 =-101/409 3-29 =-2378/1789 4-26 =-66/205 5-25 =-1576/2608 5-24 =-836/1515 9-24 =-111311882 10-22 =-214/548 11-2�1 =-755/1433 12-2i0 =-1101/841 13-19 =-2171/3194 14-13 =-2170/3008 7-24 =-397/295 21-22 =-3576/5802 19-20 =-3625/5639 17-18 =-101/409 3-27 =-286814250 5-26 =-30/176 6-25 =-1232/861 22-24 =-3539/5880 9-22 = -1481 /936 10-21 =-803/529 11-20 =-551/852 12-19 =-1587/1162 13-18 =-8531746 14-17 =-2462/1955 1) 2 'ply truss to be connected together with 10d (0.1 1"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bolt m chords connected as follows: 2x4 -1 row at 0-9-0 oc. 2) 3) l this connected as follows: 2x4 -1 row at 0-9-0 oc. loads are considered equally applied to all plies, It if noted as front (F) or back (B) face in the LOAD :(S) section. Ply to ply connections have been led to distribute only loads noted as (F) or (B), s otherwise indicated. balanced roof live loads have been considered for 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) -0-1-7 to 4-6-9, Exterior(2R) 4-6-9 to 13-10-0, Interior(1)13-10-0 to 28-2-5, Exterior(2R) 28-2-5 to 33-0-0, Exterior(2E) 33-0-0 to 36-0-0, Exterior(2R) 36-0-0 to 42-1-7, Exterior(2E) 42-1-7 to 46-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x5 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1083 lb uplift at joint 29 and 1118 lb uplift at joint 17. P 76051 ' STATE OF Z L OR1pG 31 Truss Truss Type QtY Ply 696 D6 ROOF SPECI L GIRDER 1 3 Job Reference (optional) >uthem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:52 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-DMtDevD1 QW9FJvkHpHdGoJERnAIAdIKTx7ftN5zhtab 2-4-0 L2.2 46-8-12 7-0-0 10.10.1 14-9-15 26-6-0 30-9-14 35 0-0 38-0-0 40-5-12 42-8-0 44-4-0 46-8-0 0- -12 4-8-0 3-10-1 3-11-13 7 4 4 4-3-14 4-3-14 42-2 3 0-0 2-5 12 2-2 4 1-8-0 2 4-0 2-4-0 0-0-12 oeea Load o"n. = 51161n 5.00 12 6x6 - 4 = J = 3x II 7x6 = 4x4 4x = J6x6 = 4x5 G 6 89 10 41 SxS= 5= 4 IT 13 14 445 5 3.5x5 G w 16 3 28 1 3 3 5 17 14r R 1 2 b2 31 46 30 47 29 48 , 111 4x5 = 334x7 = 6 = 27 26 25 49 50 51 24 23 22 21 555620 19 4.1 = 52 53 54 NOP2X STP= 3x4 II 3x4 II 4x8 = 5%5 = NOP2x STP= 2x4 II 2x4 II 2 4-0 5-5-0 7-0-0 10-10-1 14-9-15 18 8- 22-2-2 26-6-0 30-9-14 35-0-0 38-0-0 40-5-12 42-8-0 46-8-0 0- -12 46-8-0 0- -12 late Offsets X Y - 3:0-1-12,0-1-8 5:0-3-0,0-2-9 , 9:0-3-0 0-4-8 , 12:0-3-0,0-2-9 24:0-2-8,0-3-0 , 26:0-3-0,0-1-8 , 28:0-2-12,Ed e , 32:0-2-0 0-0-0 DADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP 31-1- 30.0 Plate Grip DOL 1.33 Ic 0.19 Vert(LL) 0.64 28 >793 240 MT20 244/190 'DL 15.0 Lumber DOL 1.33 E C 0.69 Vert(CT) -0.70 28 >715 180 CLL 0.0 " Rep Stress Incr NO I B 0.71 Horz(CT) 0.19 19 n/a n/a CDL 10.0 Code FBC2020ITP12014 h iatrix-S Weight: 830 lb FT = 4% UMBER - DP CHORD 2x4 SP M 31 'Except' T2,T3: 2x6 SP M 26 OT CHORD 2x4 SP M 31 "Except' B2,B4: 2x4 SP No.3 /EBS 2x4 SP,No.3'Excepr W1: 2x6 SP No.2, W8: 2x4 SP No.2 RACING - OP CHORD tructural wood sheathing directly applied or 6-0-0 oc irlins. OT CHORD igid ceiling directly applied or 10-0-0,oc bracing, Except: -0-0 oc bracing: 32-33,19-20,17-19. EACTIONS. (lb/size) 4 = 3163/0-8-0 (min.0-1-8) 9 = 2575/0-8-0 (min.0-1-8) lax Horz 4 = 82(LC 34) lax Uplift 4 = -2317(LC 4) 9 = -2378(LC 5) lax Grav 4 = 3163(LC 1) 9 = 2575(LC 1) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-148/186 -4 =-5956/4582 4-5 =-6334/5009 -35 =-983817496 6-35 =-9639/7496 -36 =-12838/9632 7-36 =-12838/9632 -37 =-14478/10815 8-37 =-14478/10815 -38 =-14208/10618 9-38 =-14208/10618 -39 =-10287/7732 3940 =-1028717732 0.40 =-10287/7732 1041 =-1001117575 142 =-10011/7575 1142 =-10011/7575 143 =-8799/6764 1243 =-879716763 2-13 =-7312/5759 1344 =-7599/6019 4-44 =-7599/6019 1445 =-4835/4006 5-45 = 4835/4006 ontinued on page 2 TOP 15-11 21 19 =-1934/1942 = -3/0 =-154/152 = -48/75 =-4188/5482 =-4565/5923 =-7346/9838 =-9483/12838 =-209/195 =-572/774 =-7426110011 =-6613/8797 =-661318797 =-5195/6726 =-3916/4835 =-1797/1881 =-162/194 =-295612175 =-229/144 =-7430/10078 =-1911445 =-991/1536 =-1758/2636 =-1211/1017 =-2441/2230 =-1736/1223 =-23B6/1744 =-1329/1848 =-1335/1012 =-2396/3370 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc 33-34 =-154/152 2x6 - 2 rows staggered at 0-9-0 oc. 4-32 =-384/326 Bottom chords connected as follows: 2x4 -1 row at 0-9-0 31-46 =-4565/5923 oc. 30-47 =-7346/9838 Webs connected as follows: 2x6 - 2 rows staggered at 30-48 =-7346/9838 0-9-0 oc, 2x4 -1 row at 0-9-0 oc, Except member 20-15 27-28 =-9483/1 2x4 - 1 row at 0-4-0 oc. 27-28 =-45/1044 2) All loads are considered equally applied to all plies, 26-49 =-5726/10011 except if noted as front (F) or back (B) face in the LOAD 25-51 =-7426/10011 CASE(S) section. Ply to ply connections have been 52-53 =-7426/1001 provided to distribute only loads noted as (F) or (B), 24-54 =-6613/8797 unless otherwise indicated. 22-54 =-5195/6726 3) Unbalanced roof live loads have been considered for 21-55 =-3916/4835 this design. 56 =-1797/1881 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) 20- 17-56 =-162/194 Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); 4-31 =-517/670 cantilever left and right exposed; Lumber DOL=1.60 9-26 =-3050/2305 plate grip DOL=1.60 Lrmin = 19.0 psf 9-26 =-3050/2305 5) Building Designer / Project engineer responsible for 90-25 =-3277/47 verifying applied roof live load shown covers rain loading 11-24 =-7664/1064 requirements specific to the use of this truss component. 12-23 =-1464110 6) Provide adequate drainage to prevent water ponding. 13-22 =-724/730 4 7) All plates are MT20 plates unless otherwise indicated. 16-22 =-2266/171 8) All plates are 3x5 MT20 unless otherwise Indicated. 9) This truss has been de i sf bottom 14-22 =-2571/3530,�� ®r'lh �15-21 =-2808/3867 chord live load nonco �t {loads. 10)`Thistrussha n desPO(jedf 5-30 =-3157/4452 f _ �Zy. 6-30 =-1994/1473 20.Opsf on the b in T�. re J rectangle 3 6 0 gtntfd iliS�bet �0tfiMy 3-32 3990/5311 '�� `� / bottom chord a vfher embers. � .� 11) Provide � ankAl co tq. hers) tru� bearing plate-sapab i' 1 andin 234 u ft joint 34 and 23Z8 I � ift �a i t9 ...- �-i•''t' iiis88sss t — STATE OF ; 'ri/ ' a/0NA IIIIII`32 4696 ID6 ROOF IOTES- 2) Hanger(s) or other connection device(s) shall be irovided sufficient to support concentrated load(s) 232 Ib lown and 359 Ib up at 7-0-0, 85 Ib down and 131 Ib up at 1-0-12, 85 Ib down and 131 Ib up at 11-0-12, 85 Ib down ind 131 Ib up at 13-0-12, 85 Ib down and 131 Ib up at 5-0-12, 85 Ib down and 131 Ib up at 17-0-12, 91 Ib down ind 156 Ib up at 19-0-12, 91 Ib down and 156 Ib up at :1-0-0, 91 Ib down and 156 Ib up at 22-11-4, 91 Ib down ind 156 Ib up at 24-11-4, 91 Ib down and 156 Ib up at :6-11-4, 91 Ib down and 156 Ib up at 28-11-4, 91 Ib down ind 156 Ib up at 30-11-4, 91 Ib down and 156 Ib up at ;2-11-4, 201 Ib down and 301 Ib up at 35-0-0, 47 Ib down ind 65 Ib up at 40-0-13, and 47 Ib down and 65 Ib up at •1-3-4, and 264 Ib down and 494 Ib up at 42-8-0 on top :hord, and 75 Ib down and 165 Ib up at 7-0-0, 30 Ib down ind 45 Ib up at 9-0-12, 30 Ib down and 45 Ib up at 1-0-12, 30 Ib down and 45 Ib up at 13-0-12, 30 Ib down and 45 Ib up at 15-0-12, 30 Ib down and 45 Ib up at 7-0-12, 32 Ib down and 19 Ib up at 18-9-12, 32 Ib down ind 19 Ib up at 21-0-0, 32 Ib down and 19 Ib up at :2-11-4, 32 Ib down and 19 Ib up at 24-11-4, 32 Ib down ind 19 Ib up at 26-11-4, 32 Ib down and 19 Ib up at '8-11-4, 32 Ib down and 19 Ib up at 30-11-4, 32 Ib down ind 19 Ib up at 32-11-4, 151 Ib down and 185 Ib up at 14-11-4, 6 Ib down and 24 Ib up at 40-0-13, and 6 Ib down ind 24 Ib up at 41-3-4, and 267 Ib down and 608 Ib up at •2-7-4 on bottom chord. The design/selection of such :onnection device(s) is the responsibility of others. ,OAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-90, 5-12=-90, 12-13=-90, 13-15=-90, 15-17=-90, 17-18=-30, 2-33=-20, 28-32=-20, 17-27=-20 Concentrated Loads (lb) Vert: 5=-1 5(B) 12=-1 30(B) 15=198(B) 28=-B(B) 8=-69(B) 24=-8(B) 31 =-32(B) 11 =-69(B) 23=80(B) 20=316(B) 7=-47(B)30=-30(B)29=-30(B)6=-47(B)35=-47(B) 36=-47(B) 37=-47(B) 38=-69(B) 39=-69(B) 40=-69(B) 41=-69(B) 42=-69(B) 43=-69(B) 46=-30(B) 47=-30(B) 48=-30(B) 49=-B(B) 50=-8(B) 51=-8(B) 52=-8(B) 53=-8(B) 54=-8(B) 55=-5(B) 56=-5(B) GIRDER 1 31 Job Reference (option Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Indus ID:RrxO3Am5KN4BmBGtODVkOGzhypa-DMtDevD 1 Page �'o\1111118/v �IP 76051 STATE OF ,%A: wa f�� Io- /11111111 b Truss Truss Type Qty Ply 1696 E1 Attic 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:53 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-hYQbrFDfBpH6x3JTN?8VLXmX1 acEM9mdAnOQvYzhtaa 11-7-5 17-6-13 .0 -12 2 4-0 10-0-12 0-1 - 12-7.4 15-9-12 16-9-1 18-4- 26-1-0 28-5-0 28- 12 0 -12 214-0 7-8-12 0-9- 0-9-2 3-2-8 11-1 0-9-7 7-8-12 2 4-0 0 -12 0-11-15 0-9-2 Dead Load Deb. = V41n 6 7 1x4 II S 6 1x4 II 4 W4 9 5.00 12 1 19 N 20 17 10 3 12 1 11 • i 15 e 14 f 13• 16 NOP2X STP= 6x6 - - 6x6 = NOP2X STP= 1.Sx5 II 1.54 II 24-0 10-0-12 184-4 26-1-0 28-5-0 0_ _12 28-5-0 0- -12 'late Offsets X Y - 5:Ed e,0-1-0 , 6:0-2-0 0-2-11 , 7:0-2-0 0-2-11 , 8:Ed e,0-1-0 , 13:0-3-0,0-0-12 , 14:0-2-12,Ed e , 15:0-2-12 Edge], 16:0-3-0,0-0-12 .OADING (psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 C 0.48 Vert(LL) -0.60 15-16 >475 240 MT20 2441190 'CDL 15.0 Lumber DOL 1.33 C 0.83 Vert(CT) -0.68 15-16 >421 180 :CLL 0.0 ' Rep Stress Incr YES B 0.96 Horz(CT) 0.02 13 n/a ri :CDL 10.0 Code FBC2020/TPI2014 atrix-S Attic -0.52 14-15 196 360 Weight: 134 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 'Except` T2: 2x4 SP No.2 BO CHORD IOT CHORD 2x4 SP No.2 *Except* 15-1 =-364/385 14-15 =-67111642 B2: 2x4 SP M 31 13-1 =-216/385 11-13 =-216/385 VEBS 2x4 SP No.3 WEE S TRACING- 3-16� _-1506/1258 3-15 =-825/1467 'OP CHORD 4-151 _-31/258 5-8 =-2054/1285 Structural wood sheathing directly applied or 5-2-5 oc 9-14i =-31/258 10-14 =-825/1467 ,urlins. 10-'I _-1506/1258 SOT CHORD tigid ceiling directly applied or 6-0-0 oc bracing, Except: NO ES- 1-5-9 oc bracing: 14-15. 1) Unbalanced roof live loads have been considered for VEBS this esign. Row at midpt 5-8 2)Wind: ASCE 7-16; Vult=170mph (3-second gust) =132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. MiTek recommends that Stabilizers and required Vas cross bracing be installed during truss erection, in II; E p D; Encl., GCpi=0.18; MWFRS (envelope) and C-C accordance with Stabilizer Installation uide. Ext rior(2E) -0-1-7 to 4-4-9, Interior(1) 4-4-9 to 6-2-14, tEACTIONS. (lb/size) E erior(2E) 24-0-7 to 28-6-7 zone; cantilever left and 6 = 1609/0-8-0 (min. 0-1-14) righl exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 3 = 1609/0-8-0 (min. 0-1-14) DOT).=1.60 Lrmin =19.0 psf Aax Horz 6 = 143(LC 10) 3) Building Designer / Project engineer responsible for Aax Uplift verifying applied roof live load shown covers rain loading this truss 6 = 3 = -569(LC 10) -577(LC 11) req irements specific to the use of component. 4) F rovide adequate drainage to prevent water ponding. Aax Grav 5) All plates are MT20 plates unless otherwise indicated. 6 = 1609 LC 1 6).A ll plates are 3x4 MT20 unless otherwise indicated. 3 = 1609(LC 1) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "ORCES. (lb) - Maximum Compression/Maximum Tension 8) (This truss has been designed for a live load of OP CHORD 20. psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the -2 = -3/0 :-17 =-1917/996 2-3 =-357/210 17-18 =-1804/1008 bottom chord and any other members. •-18 =-1784/1023 4-5 =-1632/1129 9) ottom chord live load (20.0 psf) and additional i-6 =-137/353 6-7 =-151/412 bo om chord dead load (5.0 psf) applied only to room. 14-15 -8 =-136/353 1-19 8-9 =-1632/1129 19-20 = 10) (Provide mechanical connection (by others) of truss to =-1784/1023 0-20 =-1917/996 -1804/1008 10-11 =-357/198 bearing plate capable of withstanding 569 lb uplift at joint 1-12 = -3/0 16 and 577 lb uplift at joint 13. iOT CHORD 11)�ATTIC SPACE SHOWN IS DESIGNED AS !-16 =-2201385 UN NHABITABLE. P 76051 STATE OF 1 ON llllll 33 b Truss Truss Type Qty Ply -sss E2 Attic 2 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:53 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-hYQbrFDfBpH6x3JTN78VLXmPBab2MCtdAnOQvYzhta� 7- -12 2 4-0 10-0-12 11-0- 17-5-0 18 4 26-1-0 28-5-0 28 -4 l- -12 24-0 7-8-12 -11 6-5-0 11 7-8-12 24-0 0- -4 Dead Load DeO. = 3116 In 3.54 5 3.Sx5 5x4 6.4 G 5 6 7 4 W4 5.00 12 2 3x4 G 3x4 d 6 3 10 n ld �1 Be 30 = i 13 e 12 3x4 = '11' 14 NOP2X STP= 6x6 = 6x6 = NOP2X STP= 1.5x5 II 1.56 II 24-0 10-0-12 1844 26-1-0 28-5-0 7_ _12 28-5-0 OADING (psf) CLL 30.0 CDL 15.0 CLL 0.0 ' CDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2020/TP12014 C'SI. T� 0.98 BC 0.84 WB 0.76 I atrix-S DEFL. in (loc) I/deft Vert(LL) -0.59 13-14 >481 Vert(CT) -0.64 11-12 >447 Horz(CT) 0.02 11 n/a Attic -0.53 12-13 194 Ud 240 180 n/a 360 UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 `Except' WEB B2: 2x4 SP M 31 3-13 =-934/1617 4-13 =-65/262 ✓EBS 2x4 SP No.3 7-12 =-64/262 8-12 =-935/1614 RACING- 8-11 =-150211288 4-7 =-1379/1070 OP CHORD tructural wood sheathing directly applied. NOT�S- OT CHORD 1) U balanced roof live loads have been considered for :igid ceiling directly applied or 6-0-0 oc bracing, Except: this esign. -0-6 oc bracing: 12-13. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) JEBS Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. Row at midpt 3-13, 8-12, 4-7 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C MiTek recommends that Stabilizers and required Exte61or(2E) -0-1-7 to 4-4-9, Exterior(2R) 4-4-9 to cross bracing be installed during truss erection, in 23-1 I-15, Exterior(2E) 23-11-15 to 28-5-15 zone; accordance with Stabilizer Installation guide. cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOLE 1.60 plate grip DOL=1.60 Lrmin =19.0 psf :EACTIONS. (lb/size) 3) Bsilding Designer / Project engineer responsible for 4 = 1610/0-8-0 (min. 0-1-14) 1608/0-8-0 0-1-14) verif�ing applied roof live load shown covers rain loading 1 = (min. lax Horz requ rements specific to the use of this truss component. 4 = 127(LC 10) 4) P�ovide adequate drainage to prevent water ponding. lax Uplift 5) All plates are MT20 plates unless otherwise indicated. 4 =-592(LC 6) 6) This truss has been designed for a 10.0 psf bottom 1 =-596(LC 7) chord live load nonconcurrent with any other live loads. I lax Grav 7) . his truss has been designed for a live load of 4 = 1610(LC 1) 20.0 sf on the bottom chord in all areas where a 1 = 1608(LC 1) rect ngle 3-6-0 tall by 2-0-0 wide will fit between the bott m chord and any other members. 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP 8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. CHORD -2 = -3/0 2-3 =-281/167 -4 =-1964/1089 4-5 =-668/299 12-1 9) P ovide mechanical connection (by others) of truss to -6 =-578/242 6-7 =-668/299 beagng plate capable of withstanding 592 lb uplift at joint -8 =-1965/1089 8-9 =-285/158 14 a d 596 lb uplift at joint 11. 10) ATTIC SPACE SHOWN IS DESIGNED AS -10 = -2/0 :OT CHORD UNINHABITABLE. -14 =-172/300 13-14 =-299/300 2-13 =-738/1703 11-12 =-172/303 -11 =-172/303 VEBS -14 =-1504/1288 PLATES GRIP MT20 244/190 Weight: 137 lb FT = 4% oWt�irii�/�,� N �NZl- P���ENSF P 76605i e 1 STATE OF J �✓ 0RPG�` 34 b Truss Truss Type Qty Ply 1696 E3 Attic 1 1 Job Reference (optional) ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:54 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-9k_z3bEHy7PyZDtgxigktkJcs_zT5gnmPQB_R zhtaZ 0- -12 2-4-0 9-0-0 10-0-12 18-4-4 19-5-0 26-1-0 28-5-0 28 -4 J- -12 2-4-0 6-8-0 1-0-12 8-3-8 1-0-12 6-8-0 2-4-0 0- -4 Dead Load Der. =114In Sx6 = 2x4 II 2x4 11 5x6 = 4 5 12 6 T 5.00 12 3x4 6 1 T 3x4 8 3 10 9 �1 to 3x4 = r r 13 12 r 3x4 = rr 14r NOP2x STP= 6.6 = 6x6 = NOP2x11STP= 1.5x5 II 1.5x5 II 2-4-0 10-0-12 1 18-4-4 26-1-0 28-5-0 0- -12 28-5-0 0-6-4 'late Offsets (X Y) [11.0-3-0 0-0-12] rl2.0-2-12 0-3-41[13.0-2-12 0-341[14.0-3-0 0-0-121 .OADING (psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/defl L/d PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 C 0.86 Vert(LL) -0.44 13-14 >655 240 MT20 2441190 CDL 15.0 Lumber DOL 1.33 C 0.70 Vert(CT) -0.63 12-13 >454 180 ICLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.02 11 n/a n/a ICDL 10.0 Code FBC2020/TPI2014 I atrix-S Attic -0.31 12-13 327 360 Weight: 135 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP M 26 SOT CHORD 2x4 SP No.2 `Except' B2: 2x4 SP M 31 VEBS 2x4 SP No.3 ;RACING - 'OP CHORD structural wood sheathing directly applied. 30T CHORD tigid ceiling directly applied or 6-0-0 oc bracing, Except'. 1-7-12 oc bracing: 12-13. VEBS Row at midpt 3-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 4 = 1610/0-8-0 (min.0-1-14) 1 = 1608/0-8-0 (min.0-1-14) Aax Horz 4 = 103(LC 10) Aax Uplift 4 =-632(LC 6) 1 =-636(LC 7) Aax Grav 4 = 1610(LC 1) 1 = 1608(LC 1) °ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-346/153 1-4 =-2025/1134 4-5 =-1787/1159 i-6 =-1783/1170 6-7 =-178711159 '-8 =-2025/1134 8-9 =-347/150 i-10 = -2/0 30T CHORD !-14 =-132/292 13-14 =-2011292 2-13 =-805/1783 11-12 =-129/293 1-11 =-129/293 IVEBS 1-14 =-1480/1270 3-13 =-1099/1821 5-13 =-75/289 6-12 =-75/289 8-12 =-110011818 8-11 =-1478/1270 NO IES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasil=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. ll; Ezp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte or(2E) -0-1-7 to 4-4-9, Exterior(2R) 4-4-9 to 23-1 -15, Exterior(K) 23-11-15 to 28-5-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) B Aiding Designer / Project engineer responsible for verilYing applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) T is 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 20.0psf on the bottom chord in all areas where a rect6gle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14 10 de mechanical connection (by others) of truss to plate capable of withstanding 632 lb uplift at joint 636 lb uplift at joint 11. 'IC SPACE SHOWN IS DESIGNED AS 4BITABLE. � M- BL ,�S i�of P �\GENSF P76051 % STATE OF 1 111 35 .b Truss Truss Type Qty Ply 1,696 E4 Hip Girder 1 1 Job Reference (optional) rn,them Truss Co.. Fort Pierce. FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:55 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-dxYLGxFviRXpANSs Italy 12 Dead Load DeB. -118In 5x4 I 1.5x4 II 4 = 5 5.88 12rr 3.5x4 4 3.5x4 T 3 1 2 I 98 fN Id 3x4 = r r r 13 21 22 23 12 24 25 26 r 3x4 = 11 r18 14 3.5x8 = NOP2X STP= 5x8 = 3.5x8 = NOP2X STP= 1.5x5 II 1.5x5 II 2-4-0 7-0-0 14- -8 21-5-0 26-1-0 28-5-0 0_ _12 28-5-0 0- -12 'late Offsets X,Y - 4:0-2-4 0-2-12 5:0-2-8,0-0-12 , 6:0-2-4,0-2- 2 , 10:0-3-0 0-0-12 11:0-2-4,0-1-12 , 12:04-0,0-3-0 13:0-2-4,0-1-12 , 14:0-3-0 0-0-12 .OADING (psf) SPACING- 2-0-0 C Si. DEFL. in (loc) I/defl L/d PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 C 0.70 Vert(LL) 0.25 11-12 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 E C 0.85 Vert(CT) -0.29 11-12 >995 180 ;CLL 0.0 Rep Stress Incr NO I B 0.76 Horz(CT) 0.05 10 n/a n/a ;CDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 137 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 `Except` 9) Hanger(s) or other connection device(s) shall be T2: 2x4 SP M 31 BOT CHORD provided sufficient to support concentrated load(s) 201 lb ;OT CHORD 2x4 SP No.2 12-23 =-1560/1986 12-24 =-1555/1986 down and 301 lb up at 7-0-0, 91 lb down and 156 lb up VEBS 2x4 SP No.3 24-2 =-155111986 25-26 =-1555/1986 at 9-0-12, 91 lb down and 156 lb up at 11-0-12, 91 lb IRACING- 11-2 =-1555/1986 10-11 =-97/135 down and 156 lb up at 13-0-12, 91 lb down and 156 lb 'OP CHORD 8-10 =-97l135 up at 15-4-4, 91 lb down and 156 lb up at 1744, and Itructural wood sheathing directly applied or 3-5-6 oc WEE S 91 lb down and 156 lb up at 19-4-4, and 201 lb down urlins. 3-14 =-1760/1300 3-13 =-1679/2119 and 301 lb up at 21-5-0 on top chord, and 151 lb down IOT CHORD 4-13 = 475/314 4-12 =-1084/1552 and 185 lb up at 7-0-0, 32 lb down and 19 lb up at tigid ceiling directly applied or 4-8-13 oc bracing. 5-12 =-1024/874 6-12 =-1086/1552 9_0-12, 32 lb down and 19 lb up at 11-0-12, 32 lb down VEBS 6-11 =-475/316 7-11 =-1686/2119 and 19 lb up at 13-0-12, 32 lb down and 19 lb up at Row at midpt 4-12, 6-12 7-10 =-1760/1305 15-4-4. 32 lb down and 19 lb up at 17-4-4, and 32 lb down and 19 lb up at 19-4-4, and 151 lb down and 185 MiTek recommends that Stabilizers and required _ cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 4 = 1850/0-8-0 (min.0-2-3) 0 = 1850/0-8-0 (min.0-2-3) lax Horz 4 = 83(LC 8) lax Uplift 4 = -1350(LC 4) 0 = -1355(LC 5) lax Grav 4 = 1850(LC 1) 0 = 1850(LC 1) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 = -135/184 -4 =-2208/1791 4-15 = -3385/2681 5-16 =-338512681 16-17 = -3385/2681 -17 =-3385/2681 5-18 = -3385/2681 8-19 =-3385/2681 19-20 = -3385/2681 -20 =-3385/2681 6-7 = -2208/1789 -8 =-1451184 8-9 = -3/0 IOT CHORD -14 =-97/130 13-14 = -112/128 3-21 =-1560/1986 21-22 = -1660/1986 2-23 =-1560/1986 roof live loads have been considered for 7-16; Vult=170mph (3-second gust) TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. GCpi=0.18; MWFRS (envelope); and right exposed; Lumber DOL=1.60 =1.60 Lrmin = 19.0 psf signer / Project engineer responsible for ad roof live load shown covers rain loading ;pecific to the use of this truss component. quate drainage to prevent water ponding. e MT20 plates unless otherwise indicated. as been designed for a 10.0 psf bottom nonconcurrent with any other live loads. has been designed for a live load of bottom chord in all areas where a ) tall by 2-0-0 wide will fit between the and any other members. ;hanical connection (by others) of truss to apable of withstanding 1350 lb uplift at 155 lb uplift at joint 10. lb up at 21-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.33 Uniform Loads (pIQ Vert: 1-2=-30, 2-4=-90, 4-6=-90, 6-8=-90, 8-9=-30, 2-8=-20 Concentrated Loads (lb) Vert: 6=-130(F) 13=80(- SiS{1 l (1 f ,O(F) 15=-69(F)16=69 9 F� r8'( ,V4 69(F) 20=-69(F) 21 i -�Q(1 3�(��41 25=-8(F) 26 P 76051 r STATE OF ;L)' Z_ N 1jllli/; 0NA llllll 36 ib Truss Truss Type City Ply t696 E5 ATTIC 1 1 Job Reference (optional) ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:55 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-dxYLGxFvIRXpANSsVQBzQysncOJig7Owe4tXzQzhtal -0- -12 2 4-0 9-0-0 0-0-12 14-9-0 17-1-0 18� 4 19-5-0 26-1-0 28-5-0 26 -4 0- -12 2-4-0 6-8-0 1-0-12 4-8 4 2 4-0 1-3-0 1-0-12 6-8-0 2�-0 0- 4 Dead Load DO. =114In U4 = 5x6 = 5z8 2z4 II 2x4 If T 4 II 4 5 5.00 12 EI 17 20 T 3x4 i 3x4 a 8 3 10 9 N Id g1 3x4 = i 614 13 ` 12 3x4 = �11e NOP2x STP= 6x6 — 6x6 = NOP2x STP= 2z5 II 1.5x5 II 24-0 10-0-12 1 184-4 26-1-0 28-5-0 0- -12 28-5-0 0 4 date UttsetS (& Y)— l�:U-1-21 U-'L-21J h�:U-J-U U-U-I zJ t"I Z:V-Z-IL W3-4t CI3:V-G-I G,U-JWJ, 114:U-J-V,U-I-UI I ia:u-GW,uW-OI .OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud 'CLL 30.0 Plate Grip DOL 1.33�'C 0.86 Vert(LL) -0.44 11-12 >655 240 'CDL 15.0 Lumber DOL 1.33 C 0.70 Vert(CT) -0.63 12-13 >454 180 tCLL 0.0 " Rep Stress Incr YES B 0.65 Horz(CT) 0.02 11 n/a n/a !CDL 10.0 Code FBC2020/TP12014 atrix-S Attic -0.31 12-13 327 360 .UMBER - 'OP CHORD 2x4 SP No.2 "Except" T2: 2x6 SP M 26, T3: 2x4 SP No.3 BOT CHORD IOT CHORD 2x4 SP No.2 "Except" 11-1 =-129/149 9-11 =-129/149 B2: 2x4 SP M 31 WEBS VEBS 2x4 SP No.3 3-14 =-1480/1432 3-13 =-1336/1821 IRACING- 5-13 =-75/311 6-12 =-75/275 'OP CHORD 8-12 =-948/1818 8-11 =-1478/1193 ;tructural wood sheathing directly applied. IOT CHORD NOT S- iigid ceiling directly applied or 6-0-0 oc bracing, Except: 1) U balanced roof live loads have been considered -for -6-10 oc bracing: 12-13. this design. VEBS 2) WI Ind: ASCE 7-16; Vult=170mph (3-second gust) Row at midpt 3-13, 8-12 Vas=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=18ft; Cat. MiTek recommends that Stabilizers and required II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C cross bracing be installed during truss erection, in Exte ior(2E) -0-1-7 to 44-9, Exterior(21R) 4-4-9 to accordance with Stabilizer Installation guide. 13-3 15, Interior(1) 13-3-15 to 15-1-1, Extedor(2R) 15-1�.1 to 23-11-15, ExteNor(2E) 23-11-15 to 28-5-15 tEACTiONS. (lb/size) zon , cantilever left exposed ;C-C for members and 4 = 1610/0-8-0 (min. 0-1-14) forcE s & MWFRS for reactions shown; Lumber 1 = 1608/0-8-0 (min. 0-1-14) DO =1.60 plate grip DOL=1.60 Lrmin = 19.0 psf lax Horz 3) 8 ilding Designer / Project engineer responsible for 4 = 103(LC 10) verif ing applied roof live load shown covers rain loading lax Uplift requirements specific to the use of this truss component. 4) ovideadequate drainage to prevent water ponding. 4 =-632(LC 6) 1 =-520(LC 11) 5) platesare MT20 plates unless otherwise indicated. Jil lax Grav 6) is truss has been designed for a 10.0 psf bottom 4 = 1610(LC 1) chlive load nonconcurrent with any other live loads. 1 = 1608(LC 1) 7) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a ;ORCES. (lb) - Maximum Compression/Maximum Tension rectangle 3-6-0 tall by 2-0-0 wide will fit between the 'OP CHORD bottom chord and any other members. -2 = -3/0 2-3 =-342/153 8) Bbbttom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. -17 =-2025/1387 4-17 =-1935/1404 -5 =-1787/1431 5-18 =-1783/1443 12J3 8-19 =-1783/1443 6-19 =-1783/1443 9) Plrovide mechanical connection (by others) of truss to -7 =-1787/1433 7-20 =-1935/1411 bea Ing plate capable of withstanding 632 lb uplift at joint -20 =-202511394 8-9 =-147/150 14 z nd 520 lb uplift at joint 11. -10 = -2/0 10) 3raphical purlin representation does not depict the IOT CHORD size or the orientation of the puriin along the top and/or 14 =-132/285 13-14 =-201/284 2-13 =-1049/1783 bottom chord. 11) j TTIC SPACE SHOWN IS DESIGNED AS PLATES GRIP MT20 244/190 Weight: 143 lb FT = 4% i 1�Q%��GEtVSF •�t��� ' P 76051 STATE OF P T 11I111 37 .b Truss Truss Type Qty Ply 1696 E6 Roof Special 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:56 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-576jUHGXTkfgoX1227iCy9OyyodMZW H3skd4WtzhtaX -0- -12 2 4-0 7-0-0 12-9- 17-1-0 21-9-0 26-5-0 0- -12 2-4-0 4-8-0 5-9- 4-4-0 4-8-0 4-8-0 Dead Load Defl. = 31161n 04 = 6 5x4 = 45 = 3.5x4 c 4 5.00 FIT 15 14 II 3x4 !I2x4 7 6 6 'T 3 30 = e r 12 e 11 10 9e 13 3.5x4 = NOP2x STP= SA= 3x6 = NOP2X STP= 2x5 II 5x5 = 24-0 1 7-0-0 12- -0 17-1-0 26-5-0 0 12 1 26-5-0 'late Offsets (X Y)— [4.0-2-4 0-2-8] [5.0-2-8 0-2-4] [7.0-1-12 0-1-12] [9:0-240-3-0] [11:0-2-0 0-3-0] [12:0-1-12 0-1-12] [13:0-3-0,0-1-0] .OADING(psf) SPACING- 2-0-0 S1. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 iB C 0.88 Vert(LL) -0.18 9-10 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 C 0.80 Vert(CT) -0.39 9-10 >731 180 ;CLL 0.0 Rep Stress Incr YES 0.91 Horz(CT) 0.06 9 n/a n/a ;CDL 10.0 Code FBC2020/TPI2014 atrix-S Weight: 139 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 WE S VEBS 2x4 SP No.3 *Except* 5-10 =-1158/1009 6-10 =-648/878 W10: 2x6 SP No.2 7-10 =-212/279 7-9 =-1728/1462 IRACING- 'OP CHORD NOT S- Structural wood sheathing directly applied or 1-11-14 oc 1) U balanced roof live loads have been considered for -urlins, except end verticals. this J esign. IOT CHORD 2)Wind: ASCE 7-16; Vult=170mph (3-second gust) tigid ceiling directly applied or 4-3-5 oc bracing. Va+132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. D; Encl., GCpi=0.18; MWFRS (envelope) and C-C -0-1-7 to 4-4-9, Exterior(2R) 44-9 to 11-6-0, MiTek recommends that Stabilizers and required bracing be installed during truss in II; Exp Ext#or(2E) cross erection, accordance with Stabilizer Installation auide. Integor(1) 11-6-0 to 12-9-0, Exterior(2R)12-9-0 to 1EACTIONS. (lb/size) 3 = 1585/0-8-0 (min. 0-1-14) 1 = 1299/0-8-0 (min. 0-1-9) 4ax Horz 3 = 175(LC 10) 4ax Uplift 3 = -656(LC 10) I = -463(LC 11) 4ax Grav 3 = 1585(LC 1) I = 1299(LC 1) 'ORCES. (lb) - Maximum Compression/Maximum Tension -OP CHORD -2 = -3/0 2-3 =-4121171 ;-14 =-1762/1264 4-14 =-1679/1274 •-15 =-2449/2013 5-15 =-2449/2013 i-6 =-1730/1431 6-7 =-1743/1426 '-8 =-246/140 8-9 =-244/205 3OT CHORD '-13 =-85/380 12-13 =-1471261 1-12 =-1096/1563 10-11 =-1842/2468 I-10 =-1260/1597 VEBS ;-13 =-1491/1407 3-12 =-1380/1682 •-12 =-308/420 4-11 =-82811012 i-11 =-418/438 21-1 8) I be. 13 -14, Exterior(2E) 21-10-14 to 26-2-4 zone; giver left exposed ;C-C for members and forces & RS for reactions shown; Lumber DOL=1.60 plate IOL=1.60 Lrmin = 19.0 psf ilding Designer / Project engineer responsible for ing applied roof live load shown covers rain loading ements specific to the use of this truss component. wide adequate drainage to prevent water ponding. plates are MT20 plates unless otherwise indicated. s truss has been designed for a 10.0 psf bottom live load nonconcurrent with any other live loads. his truss has been designed for a live load of sf on the bottom chord in all areas where a Tgle 3-6-0 tall by 2-0-0 wide will fit between the n chord and any other members. wide mechanical connection (by others) of truss to ig plate capable of withstanding 656 lb uplift at joint d 463 lb uplift at joint 9. INN 47,- P 76051 r STATE OF �; A , llllil 38 ib Truss Truss Type Qty Ply t696 E7 Roof Special irder 1 1 Job Reference (optional) ;outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:57 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-ZJg6hdH9E2oXQgcFcgDRVNxCd B_ZIzTD5OMe2JzhtaW -0- -12 2 4-0 5-0-0 7-8A 10-9-0 17-1-0 21-9-0 26-5-0 0- -12 2 4-0 2-8-0 2-8-12 3-0-4 6-4-0 4-8-0 4-8-0 Dead Load DeO. =118 hi 4x4 = 7 3.Sx4 C 4x5 3x4 = 4x5 = 8 5.00 F12 5 3.5x4 G 2x4 II 1 3 1 9 8 ll r 3x4 = e r 14 17 13 12 r 11 r r 10 15 4x5 = 6x6 = 7 NOP2X STF= 8 MT20HS= 3x8 = NOP2X STP= 2x6 II 5i5 — 2-4-0 5-0-0 7-8-12 10-9-0 17-1-0 26-5-0 0 112 26-5-0 'late Offsets X,Y 4:0-2-8,0-1-12 , 6:0-2-8,0-2-4 , 7:0-2-0,0-2 8:0-1-12 0-1-12 , 10:0-2-4,0-2-12 , 12:0-4-0 0-3-4 , 13:0-3-0,0-3-8 , 14:0-2-0,0-2-0 15:0-4-8,0-1-0 .OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/defl L/d PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 f C 0.57 Vert(LL) 0.23 11-12 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 C 0.74 Vert(CT) -0.36 11-12 >802 180 MT20HS 187/143 ICLL 0.0 ' Rep Stress Incr NO I WB 0.91 Horz(CT) 0.07 10 We n/a ICDL 10.0 Code FBC2020/TP12014 atrix-S Weight: 147 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 *Except* 10) In the LOAD CASE(S) section, loads applied to the T3: 2x4 SP M 31 BO 'J CHORD face of the truss are noted as front (F) or back (B). SOT CHORD 2x4 SP M 31 'Except` 11-1p =-227914477 10-11 =-776/1879 131: 2x6 SP No.2 WE S VEBS 2x4 SP No.3 *Except` 3-1 =-1913/1212 3-14 =-1299/2128 LOAD CASE(S) W11: 2x6 SP No.2 4-14 =-979/367 4-13 =-1055/2543 Standard 3RACING- 6-121 =-4831398 6-11 =-273211603 1) Dead + Roof Live (balanced): Lumber Increase=1.33, 'OP CHORD 7-11I =-437/1068 8-11 =-182/307 Plate Increase=1.33 structural wood sheathing directly applied or 2-7-7 oc 8-1 Q =-2056/903 5-13 =-762/440 Uniform Loads (plf) iurlins, except end verticals. 5-12=-536/864 Vert: 1-2=-30, 2-4=-90, 4-6=-90, 6-7=-90, 7-9=90, SOT CHORD tigid ceiling directly applied or 4-11-13 oc bracing. NO ES- Concentrated VEBS 1) unbalanced roof live loads have been considered for Concentrated Loads (lb) I Vert: 14=1 85(B) 13=-939(B) 4=65(B) 16=-21 (B) Row at midpt 6-11, 8-10 this idesign. 17=-18(B) MiTek recommends that Stabilizers and required 2) In d ' ASCE 7-16; Vult=170mph (3-second gust) cross bracing be installed during truss erection, in Vs cross TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. accordance with Stabilizer Installation guide. II; ,p D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip tEACTIONS. (lb/size) DOL=1.60 Lrmin = 19.0 psf 5 = 2121/0-8-0 (min. 0-2-8) 3) Oullding Designer / Project engineer responsible for 0 = 1491/0-8-0 (min. 0-1-8) veri ing applied roof live load shown covers rain loading Aax Horz requirements specific to the use of this truss component. 5 = 169(LC 8) 4) Provide adequate drainage to prevent water ponding. Aax Uplift 5) 4 plates are MT20 plates unless otherwise indicated. 5 =-1298(LC 8) 6) This truss has been designed for a 10.0 psf bottom 0 =-611(LC 9) chord live load nonconcurrent with any other live loads. Aax Grav 7) This truss has been designed for a live load of 5 = 2121 LC 1 20. psf on the bottom chord in all areas where a 0 = 1491(LC 1) rec1rangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 001 g I I IIy�/r/ °ORCES. (lb) -Maximum Compression/Maximum Tension 8) Provide mechanical connection (by others) of truss to `� B -OP CHORD bearing plate capable of withstanding 1298 lb uplift at ���___ ��� -2 = -1/0 2-3 =-172/182 joir]t 15 and fill lb uplift at joint 10. �N \,� 1-4 =-2120/1409 4-16 =-3958/2178 9) Hanger(s) or other connection device(s) shall be \ i-16 =-3958/2178 5-6 = 4435/2247 proQed sufficient to support concentrated load(s)185 lb 1 r� i-7 =-2168/927 7-8 =-2145/972 dov n and 192lb up at 5-0-0, and 81 lb down and 99 lb �. r P 76051 1-9 =-257/99 9-10 =-255/148 up �t 6-4-12 on top chord, and 94 lb down and 375 lb up 30T CHORD at 5-0-0, and 18 lb down and 29 lb up at 6-4-12, and ^^ '-15 =-119/175 14-15 =-194/127 936 lb down and 450 lb up at 7-8-4 on bottom chord. STATE OF 4-17 =-137011972 13-17 =-1370/1972 The design/selection of such connection device(s) is the +� 4- 2-13 =-2194/3958 responsibility of others. 1IIIII 39 b Truss Truss Type Oty Ply .696 " F1 Common 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:57 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-ZJg6hdH9E2oXOgcFcgDRVNxCtBy4l l bD5OMe2JzhtaN L-0 4-8-0 14-0-0 18-8-0 4-8-0 4-8-0 4-8-0 4-8-0 4.4 = Dead Load DeO. =1181n 3 5.00 12 3.5K4 il� 35K4 a 2 1 4 2A II 2A II 5 1 Wt W1 5K5 = e 7 B B 8 5x8 = 8 NOP2x STP= 5K5 = 94-0 18-8-0 18-8-0 ,late Offsets (X Y)— [2.0-1-12 0-1-121 [3:0-2-0 0-2-4] [4:0-1-12 0-1-12] [6:0-2-0 0-3-0] 17:u-4-u,u-3-ul,l3:u-z-u,u-3-ul OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud CLL 30.0 Plate Grip DOL 1.33 C 0.55 Vert(LL) -0.13 7-8 >999 240 CDL 15.0 Lumber DOL 1.33 C 0.84 iE Vert(CT) -0.28 7-8 >787 180 CLL 0.0 " Rep Stress Incr YES 0.65 Horz(CT) 0.03 6 n/a n/a CDL 10.0 Code FBC2020ITP12014 Matrix-S UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 JEBS 2x4 SP No.3 `Except" W1: 2x6 SP No.2 ;RACING - OP CHORD tructural wood sheathing directly applied or 5-0-13 oc urlins, except end verticals. OT CHORD :igid ceiling directly applied or 5-7-9 oc bracing. M[Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. :EACTIONS. (lb/size) 1001/Mechanical 1001/0-8-0 (min. 0-1-8) tax Horz 97(LC 10) tax Uplift _-379(LC 10) _-379(LC 11) lax Grav 1001(LC 1) = 1001(LC 1) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 =-220/166 2-3 =-1155/1090 -4 =-1155/1090 4-5 =-220/166 -8 =-231/241 5-6 =-231/241 -OT CHORD -8 =-1044/1164 6-7 =-1044/1164 JEBS -7 =-336/420 4-7 =-2821431 -7 =-282/431 2-8 =-1232/1186 -6 =-1232/1186 IOTES- ) Unbalanced roof live loads have been considered for its design. 2) VI II; 3) 7) 8) id: ASCE 7-16; Vult=170mph (3-second gust) -132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. r D; Encl., GCpi=0.18; MWFRS (envelope) and C-C or(2E) 0-2-12 to 4-6-2, Exterior(2R) 4-6-2 to 14, Exterior(2E)14-1-14 to 18-5-4 zone;C-C for )ers and forces & MWFRS for reactions shown; or DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf [ding Designer / Project engineer responsible for ng applied roof live load shown covers rain loading ements specific to the use of this truss component. plates are MT20 plates unless otherwise indicated. s truss has been designed for a 10.0 psf bottom live load nonconcurrent with any other live loads. his truss has been designed for a live load of sf on the bottom chord in all areas where a Igle 3-6-0 tall by 2-0-0 wide will fit between the n chord and any other members. for to girder(s) for truss to truss connections. wide mechanical connection (by others) of truss to Ig plate capable of withstanding 379 lb uplift at joint 379 lb uplift at joint 6. PLATES GRIP MT20 244/190 Weight: 100 Ib FT = 4% �xlx P 76051 f' STATE OF �i Q� j/0%'�;cC rrr�il 40 1b Truss Truss Type Qty Ply 4696 F2 Common Gir er 1 2 Job Reference (optional) Southern Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:58 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-1 VEUvyHo?Mw01 gBRAYkg2aUl3bNvl QRMK26Balzhta� 220 5-2-0 9-4-0 13-6-0 16-3-0 18-8-0 2-5-0 2-9-0 4-2-0 4-2-0 2-9-0 2-5-0 5x5 II Dead Load Deft. =1I8In 4 5.0D 12 3x4 i 3x4 5 3 1 3.5x4 4 3x4 6 6 2 5x12 MT20HSl 3.5x8 4 W4 7 1 3 W2 W7 8 B1 81 7d 13 12 s 15 11 16 17 108x8 = 18 9 6x9 = 19 d' � s' � 14 US = 8x8 = 10x10 MT20HS= 8 NOP2X STP= NOP2X STP= 5x7 11 7x6 — 2-5-0 5-2-0 94-0 13-6-0 1 16-3-0 1 18-8-0 18-8-0 plate Offsets (X,Y)— [1:0-4-0,0-1-4], [2:0-2-0,0-1-8], [5:0-1-8,0-1-8] [7:0-5-0,0-1-12], [8:0-2-0,0-3-8], [9:0-3-8,0-3-12], [10:0-3-8,0-5-12], [11:0-5-0,0-6-0], [12:0-3-8,0-6-0], [13:0-3-8 0-2-01 [14.0-3-8 0-2-41 SPACING- 2-0-0 41. DEFL. in (loc) I/defl Ud PLATES GRIP .OADING(psf) -CLL 30.0 Plate Grip DOL 1.33 ITIC 0.84 Vert(LL) 0.18 11-12 >999 240 MT20 244/190 -CDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(CT) -0.28 10-11 >786 180 MT20HS 1871143 3CLL 0.0 Rep Stress Incr NO B 0.93 Horz(CT) 0.05 8 n/a n/a 3CDL 10.0 Code FBC2020/TPI2014 �-trix-s Weight: 274 lb FT = 4% .UMBER- -OP CHORD 2x4 SP No.2 30T CHORD 2x8 SP DSS NEBS 2x4 SP No.3 `Except* W6: 2x4 SP No.2, W1: 2x4 SP M 31 W7: 2x6 SP No.2 )THEIRS 2x6 SP No.2 3RACING- OP CHORD Structural wood sheathing directly applied or 2-6-7 oc Iurlins, except end verticals. 30T CHORD tigid ceiling directly applied or 8-3-12 oc bracing. ZEACTIONS. (lb/size) 4 = 8091/0-8-0 (min.0-1-13) 1 = 10771/0-8-0 (min.0-2-7) Aax Horz 4 = 97(LC 27) Aax Uplift 4 =-4082(LC 8) 1 =-4584(LC 9) Aax Grav 4 = 8091(LC 1) 1 = 10771(LC 1) :ORCES. (lb) - Maximum Compression/Maximum Tension -OP CHORD -2 =-9786/4955 2-3 =-13753/6971 1-4 =-11968/5636 4-5 =-11968/5637 i-6 =-1460516483 6-7 =-12191/5239 -14 =-7443/3783 7-8 =-9202/3974 30T CHORD 3-14 =-524/843 12-13 =-4621/8968 2-15 =-6432/12668 11-15 =-6432/12668 1-16 =-5887/13462 16-17 =-5887/13462 0-17 =-5887/13462 10-18 =-4784/11175 1-18 = 4784/11175 9-19 =-509/1192 1-19 =-509/1192 NEBS k1l1 =-4110/8748 )7/1126 W2761 511677 ?1/4467 i5/8855 5-10 =-817/2766 6-9 =-2555/1303 3-12 = -1328h 631 2-13 =-4155/2088 7-9 =-4659/10880 o be connected together with 1Od Is as follows: 'lnected as follows: 2x4 -1 row at 0-7-0 oc Aaggered at 0-9-0 oc. connected as follows: 2x8 - 2 rows -5-0 oc. ad as follows: 2x4 -1 row at 0-9-0 oc, Ir 3-12 2x4 -1 row at 0-7-0 oc. I considered equally applied to all plies, as front (F) or back (B) face in the LOAD on. Ply to ply connections have been tribute only loads noted as (F) or (B), se indicated. roof live loads have been considered for 7-16; Vult=170mph (3-second gust) TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. GCpi=0.18; MWFRS (envelope); Lumber e grip DOL=1.60 Lrmin = 19.0 psf Signer / Project engineer responsible for Id roof live load shown covers rain loading ,pecific to the use of this truss component. e MT20 plates unless otherwise indicated. 3s been designed for a 10.0 psf bottom nonconcurrent with any other live loads. has been designed for a live load of bottom chord in all areas where a ) tall by 2-0-0 wide will fit between the Ind any other members. >int(s) 14, 8 considers parallel to grain ISI/TPI 1 angle to grain formula. Building d verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4082 lb uplift at joint 14 and 4584 lb uplift at joint 8. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3209 Ib down and 2257 lb up at 5-1-8, 2276 lb down and 1057 Ib up at 7-0-12, 2285 lb down and 1059 lb up at 9-0-12, 2337 lb down and 997 lb up at 11-0-12, 2320 Ito down and 919 lb up at 13-0-12, and 2314 lb down and 845 lb up at 15-0-12, and 2318 lb down and 842 Ito up at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-7=-90, 8-14=-20 Concentrated Loads (lb) Vert: 11 =-2285(B) 12=-3209(B) 1 5=-2276(B) 16=-2285(B) 17=-2268(B) 18=-2268(B) 19=-2268(B) Db Truss Truss Type Qty Ply 4696 G1 Half Hip 1 1 Job Reference (optional) 3outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:58 2023 Page 1 I ID:RrxO3Am5KN4BmBGtODVkOGzhypa-1 VEUvyHo?MwO1 gBRAYkg2aUGIbMh1 VOMK26Balzhta� -0- 12 2 4 0 9-0-0 16-8-0 0- -12 2-4-0 6-8-0 7-8-0 5x6 = Dead Load Dell. =1116 h aza If 4 5 5.00 12 1 W5 W3 4z4 r, 3 1 W1 3A = 6 V6'6• 7 6 6x10 MT20HS= 6 5z5 = NOP2X STP= W II 2-4-0 9-0-0 16-8-0 0- -12 16-8-0 'late Offsets X,Y — 3:0-1-12,0-2-8 4:0-3-4,0-2-4, 5:0-1-12,0-1 61, 6:Edge, 0-3-0 7:0-5-0,0-3-4 , 8:0-3-0,0-1-0 -OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft L/d PLATES GRIP "CLL 30.0 Plate Grip DOL 1.33 IrfC 0.99 Vert(LL) 0.46 6-7 >369 240 MT20 244/190 -CDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) 0.42 6-7 >403 180 MT20HS 187/143 3CLL 0.0 ' Rep Stress Incr YES 0.61 Horz(CT) -0.02 6 n/a n/a 3CDL 10.0 Code FBC2020/TP12014 �atrlx-S Weight: 85 lb FT = 4% -UMBER- FOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2 30T CHORD 2x4 SP M 31 VEBS 2x4 SP No.3 "Except* W5: 2x4 SP No.2 3RACING- OP CHORD Structural wood sheathing directly applied, except end ,erticals. 30T CHORD tigid ceiling directly applied or 4-1-15 oc bracing. VEBS I Row at midpt 3-7, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ZEACTIONS. (Ib/size) i = 759/Mechanical 1 = 1062/0-8-0 (min.0-1-8) Aax Horz I = 275(LC 10) Aax Uplift i = -676(LC 6) S = -765(LC 6) Aax Grav i = 759(LC 1) I = 1062(LC 1) °ORCES. (lb) - Maximum Compression/Maximum Tension -OP CHORD -2 = -3/0 2-3 = -36/62 1-4 =-924/2055 4-5 =-66/144 i-6 =-3311389 30T CHORD !-8 = -48/47 7-8 =-449/193 i-7 =-1964742 VEBS 1-8 =-967/1738 3-7 =-16151708 1-7 =-1006/230 4-6 =-763/2054 7-16; Vult=170mph (3-second gust) TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. GCpi=0.18; MWFRS (envelope) and C-C -1-7 to 4-4-9, Exterior(2R) 44-9 to 12-04, -0-4 to 16-6-4 zone; cantilever left h left exposed;C-C for members and 2S for reactions shown; Lumber grip DOL=1.60 Lrmin = 20.0 psf igner / Project engineer responsible for d roof live load shown covers rain loading pecific to the use of this truss component. auate drainage to prevent water ponding. MT20 plates unless otherwise indicated. Is been designed for a 10.0 psf bottom nonconcurrent with any other live loads. ias been designed for a live load of bottom chord in all areas where a tall by 2-0-0 wide will fit between the nd any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to Bpable of withstanding 676 lb uplift at joint )lift at joint 8. M. 611111� ji NN 776051 ' 1 STATE OF ; % C> ioNA 111 JlIIII 42 ,b Truss Truss Type Oty Ply 1.696 G1A Half Hip 1 1 Job Reference (optional) outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 16:59:59 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-Wios611Omf2Ff mdkFFvao0ad7eMmz5VYirl6BzhtaU -0- 12 2 4-0 9-0-0 13-5-0 0- -12 2-4-0 6-8-0 4-5-0 5x4 = 1.5x4 II 4 5 2 Li sm 12 1 W5 W3 4 4x4 3 1 W1 B1 L—J LA 30 = C 7 6 6' Q• 3.5x4 = 6 5x4 = NOP2X STP= 1.5x5 II 2-4-0 9-0-0 13-5-0 0 12 13-5-0 'late Offsets X Y — 3:0-2-0,0-2-8 , 4:0-2-4,0-2-12 , 6:0-2-0,0-3-0 , :0-2-0,0-1-8 , 8:0-3-0,0-0-12 .OADING(psf) SPACING- 2-0-0 SI. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33�'C 0.41 Vert(LL) 0.23 7-8 >580 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 C 0.85 Vert(CT) 0.21 7-8 >631 180 ICLL 0.0 ' Rep Stress Incr YES B 0.52 Horz(CT) -0.01 6 n/a n/a ICDL 10.0 Code FBC2020/TP12014 atrix-S Weight: 71 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 3RACING- OP CHORD structural wood sheathing directly applied or 6-0-0 oc )urlins, except end verticals. IOT CHORD Zigid ceiling directly applied or 4-2-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WACTIONS. (lb/size) = 573/Mechanical I = 89010-8-0 (min. 0-1-8) Aax Horz I = 275(LC 10) Aax Uplift i = -512(LC 6) S = -612(LC 6) Aax Grav i = 573(LC 1) S = 890(LC 1) 'ORCES. (Ib) - Maximum Compression/Maximum Tension OP CHORD 1-2 = -3/0 2-3 =-67/140 1-4 =-58111193 4-5 = -14/29 i-6 =-167/213 30T CHORD '-8 =-134/80 7-8 =-634/229 5-7 =-1217/418 NEBS I-8 =-784/1243 3-7 =-6261345 1-7 =-9101200 4-6 =-549/1614 1) V ind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. 11; 6xp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C ExOrior(2E) -0-1-7 to 4-4-9, Exterior(2R) 4-4-9 to 9-0-0, Extgrior(2E) 9-0-0 to 13-3-4 zone; cantilever left exposed porch left exposed;C-C for members and forces & M I FRS for reactions shown; Lumber DOL=1.60 plate grio DOL=1.60 Lrmin = 20.0 psf 2) qullding Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading req, irements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) bll plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom ch?rd 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 re tangle 3-6-0 tall by 2-0-0 wide will fit between the bo om chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) rrovide mechanical connection (by others) of truss to be ring plate capable of withstanding 512 lb uplift at joint 6 ring 612 lb uplift at joint 8. 1 P ��tJENSF'•�KL p 76051 1 9�� i Q STATE OF ;, -JZ` �N ��o� �'1i� ����oNA l`` 111111 43 :)b Truss Truss Type Oty Ply 4696 G2 Half Hip 1 1 Job Reference (optional) .� T-- r C-4 D;.-- CI zeoGl P-m• R s9n s Fah 2 2022 Print 8_520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 16:59:59 2023 Page 1 3x4 = KMXB NOM STP= 2.54 II 5.66 12 .OADING (psf) SPACING- 2-0-0 CLL 30.0 Plate Grip DOL 1.33 -CDL 15.0 Lumber DOL 1.33 3CLL 0.0 " Rep Stress Incr YES 3CDL 10.0 Code FBC2020/TP12014 .UMBER - 'OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 NEBS 2x4 SP No.3 3RACING- OP CHORD Structural wood sheathing directly applied or 5-9-8 oc )urlins, except end verticals. 30T CHORD Ugid ceiling directly applied or 3-10-4 oc bracing. NEBS I Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ZEACTIONS. (lb/size) ' — 759/Mechanical 0 = 1062/0-8-0 (min.0-1-8) Aax Horz 0 = 217(LC 10) Aax Uplift -680(LC 6) 0 = -799(LC 6) Aax Grav = 759(LC 1) 0 = 1062(LC 1) -ORCES. (Ib) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-267/170 1-4 =-900/2052 4-5 =-845/2101 i-6 =-844/2101 6-7 =-712/1533 30T CHORD !-10 =-82/260 9-10 =-164/62 1-9 =-1975/755 7-8 = -68/28 NEBS 1-10 =-971/1863 3-9 =-1949/858 1-9 =-260/106 4-8 =-151/111 i-8 =-4841551 6-8 =-2417/970 ,IF 4x5 = 9 3x4 = W II 5 3.Sx4 = 6 2x6 11 16-8-0 -121[7:Edge 0-3-8] [8:0-4-0 0-3-0][9:0-1-12,0-1-81,[10:0-3-0,0-1-41 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.86 Vert(LL) 0.12 7-8 >999 240 MT20 244/190 BC 0.56 Vert(CT) 0.11 7-8 >999 180 WB 0.81 Horz(CT) -0.01 7 n/a n/a Matrix-S Weight: 87 lb FT = 4% 1) NN' Ind: ASCE 7-16; Vult=170mph (3-second gust) Va§d=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2E) -0-1-7 to 4-4-9, Exterior(2R) 4-4-9 to 12-0-4, Ex edor(2E) 12-0-4 to 16-6-4 zone; cantilever left ex6osed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf 2) Ouilding Designer / Project engineer responsible for ve fying applied roof live load shown covers rain loading re-uirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) II plates are MT20 plates unless otherwise indicated. 5) IThis 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 2 Opsf on the bottom chord in all areas where a re6tangle 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)1 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 680 lb uplift at joint 7 sand 799 lb uplift at joint 10. NolI I I II// f 1��P��GEN3�c � � �i ` r 76UO' J STATE OF ; -G % 1 XN , to p%kP''d� tr`/ /�a fONA `\N IIIII1 44 rb Truss Truss Type i Oty PIY 4696 G2A = Half Hip 1 1 Job Reference (optional) 3outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:00 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-_uMEJeJ2XzA6H8Lq Hzm87?ZeAP4eVN8fnMblfezhtaT 0- 12 2127-0-0 13-5-0 0- -12 2-4-0 4-B-0 6-5-0 5x4 = 3x4 = 4 5 T2 5.00 F1 2 3x4 G r W5 3 W3 4 21 W1 3x4 = g 7 5 6' 6 3x4 = 5 5x5 = NOP2X STP= 2x5 II 24-0 7-0- 13-5-0 0- -12 13-5-0 'late Offsets X Y — 3:0-1-12,0-1-8 , 4:0-2-4,0-2-12 , 5:Ed e,0-1 8 , 6:0-2-0 0-3-0 :0-1-12,0-1-8 8:0-3-0,0-1-0 .OADING (psf) SPACING- 2-0-0 6. DEFL. in (loc) I/deft L/d PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 C 0.87 Vert(LL) 0.24 6-7 >557 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) 0.22 6-7 >607 180 ICLL 0.0 * Rep Stress Incr YES iWB 0.66 Horz(CT) -0.01 6 n/a n/a ICDL 10.0 Code FBC20201TPI2014 Matrix-S Weight: 67 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP M 31 VEBS 2x4 SP No.3 IRACING- 'OP CHORD structural wood sheathing directly applied or 6-0-0 oc urlins, except end verticals. IOT CHORD tigid ceiling directly applied or 5-5-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ,EACTIONS. (lb/size) = 573/Mechanical = 890/0-8-0 (min. 0-1-8) lax Horz 217(LC 10) lax Uplift _-518(LC 6) _-644(LC 6) lax Grav = 573(LC 1) 890(LC 1) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-3 =-391/196 -4 =-647/1561 4-5 =-60/138 -6 =-279/366 ,OT CHORD -8 =-110/377 7-8 =-162/70 -7 =-1524/526 VEBS -8 =-805/1662 3-7 =-1586/654 -7 =-650/137 4-6 =-520/1545 :E 7-16; VuIt=170mph (3-second gust) h; TCDL=S.Opsf; BCDL=5.Opsf; h=18ft; Cat. ;I., GCpi=0.18; MWFRS (envelope) and C-C 0-1-7 to 4-4-9, Extedor(2R) 44-9 to 8-9-4, 3-9-4 to 13-3-4 zone; cantilever left exposed :posed;C-C for members and forces & eactions shown; Lumber DOL=1.60 plate 0 Lrmin = 20.0 psf asigner / Project engineer responsible for led roof live load shown covers rain loading specific to the use of this truss component. equate drainage to prevent water ponding. ire MT20 plates unless otherwise indicated. has been designed for a 10.0 psf bottom d nonconcurrent with any other live loads. has been designed for a live load of e bottom chord in all areas where a -0 tall by 2-0-0 wide will fit between the and any other members. rder(s) for truss to truss connections. 9chanical connection (by others) of truss to capable of withstanding 518 lb uplift at joint uplift at joint 8. �• •�' / p 76051 r i STATE OF W 1 �oNAL \\�~�,• �IIIIIM 45 lb Truss Truss Type Qty Ply 1696 G3 Half Hip Girder 1 1 Job Reference (optional) •outhem Truss Co., Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:01 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-S4vcX_Kg I HlzulwOrg INfD6sRpTBEuzo00KrB4zhtaS -0- 12 2 4-0 5-0-0 10-8-4 16-8-0 0- -12 2 4-0 2-8-0 5-8-4 5-11-12 4x4 1x4 II 3x4 = 1 1 5 11 1 1 S 5.00 12 3x4 i 3 W3 W4 WS W5 W1 1 3x4 = 6' 9 18 17 8 18 19 20 7 S' C 3x4 = 5x8 = 10 1.5x5 II NOP2x STP= 1.Sx5 II 24-0 5-0-0 10-8-4 16-8-0 0.8112 16-8-0 'late Offsets (X Y)— [4.0-2-0 0-1-12] [6.0-1-12 0-1-81 [7.0-2-12 0�1-8] [8:0-4-0 0-3-0] [10:0-2-12 0-0-121 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 C 0.64 Vert(LL) 0.12 8-9 >999 240 MT20 2441190 CDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(CT) 0.12 8-9 >999 180 ;CLL 0.0 " Rep Stress Incr NO WB 0.43 Horz(CT) -0.01 7 n/a n/a ;CDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 82 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 ;OT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 IRACING- 'OP CHORD ;tructural wood sheathing directly applied or 5-0-3 oc urlins, except end verticals. ;OT CHORD ligid ceiling directly applied or 5-11-13 oc bracing. VEBS Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IEACTIONS. (lb/size) = 648/Mechanical 0 = 816/0-8-0 (min.0-1-8) 4ax Horz 0 = 158(LC 8) 4ax Uplift _ -825(LC 4) 0 = -1043(LC 4) 4ax Grav = 648(LC 1) 0 = 816(LC 1) :ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-165/276 -4 =-553/943 4-11 =-1045/1430 1-12 =-1044/1430 5-12 =-1044/1430 -13 =-1044/1430 13-14 =-1044/1430 4-15 =-1044/1430 6-15 =-1044/1430 -7 =-612/699 IOT CHORD -10 =-200/168 9-10 =-200/52 -16 =-907/488 16-17 =-9071488 -17 =-907/488 8-18 = -68/57 8-19 = -68/57 19-20 = -68/57 -20 = -68/57 CHORD =-200/168 =-907/488 =-907/488 ! = -68/57 = -68/57 -750/961 -446/144 -592/434 9-10 =-200152 16-17 =-907/488 8-18 = -68/57 19-20 = -68/57 3-9 =-1033/679 4-8 =-587/748 6-8 =-1462/1060 Wind: ASCE 7-16; Vult=170mph (3-second gust) �sd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. xp D; Encl., GCpi=0.18; MWFRS (envelope); tilever left exposed ;porch left exposed; Lumber )L=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf Building Designer / Project engineer responsible for rifying applied roof live load shown covers rain loading luirements specific to the use of this truss component. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom ord live load nonconcurrent with any other live loads. This truss has been designed for a live load of .Opsf on the bottom chord in all areas where a ;tangle 3-6-0 tall by 2-0-0 wide will fit between the ttom chord and any other members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to aring plate capable of withstanding 825 lb uplift at joint and 1043 lb uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)172 lb down and 192 lb up at 5-0-0, 33 lb down and 68 lb up at 7-0-12, 33 lb down and 68 lb up at 9-0-12, 33 lb down and 68 lb up at 11-0-12, and 33 lb down and 68 lb up at 13-0-12, and 33 lb down and 68 lb up at 15-0-12 on top chord, and 162 lb down and 375 lb up at 5-0-0, 81 lb up at 7-0-12, 81 lb up at 9-0-12, 81 lb up at 11-0-12, and 81 lb up at 13-0-12, and 81 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-90, 4-6=-90, 2-7=-20 Concentrated Loads (lb) Vert: 9=185(F) 4=65(F) 16=21(F) 17=21(F) 18=21(F) 19=21 (F) 20=21 (F) P 76051 ..•� STAT6 OF f � � 111111 46 4696 1 G3A I Half Hip s re I 4x441 I 771 5 l,x4 II + ,2j 3x4 T2 5.00 12 Li 3x4 4 3 1 yyq WS W4 W5 W7 21j n F —1 t B1 3x4 = 9 13 8 14 T d' S 3x4 — 3x8 = 10 1.5x5 II NOP2XBTP= ,x4 II 2-4-0 5-0-0 9-0-12 1 13-5-0 0- -12 13-5-0 plate Offsets X,Y — 4.'0-2-0,0-1-12 :0-2-12,0-0-12 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.04 8-9 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(CT) 0.04 8-9 >999 180 iCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(CT) -0.00 7 n/a n/a ICDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 68 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 IRACING- 'OP CHORD structural wood sheathing directly applied or 6-0-0 oc lurlins, except end verticals. SOT CHORD tigid ceiling directly applied or 6-0-0 oc bracing, Except: 0-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1EACTIONS. (lb/size) = 465/Mechanical 0 = 67410-8-0 (min. 0-1-8) Aax Horz 0 = 158(LC 8) Aax Uplift _ -706(LC 4) 0 = -850(LC 4) Aax Grav = 465(LC 1) 0 = 674(LC 1) :ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-155/271 ;-4 =-396/670 4-11 =-643/826 i-11 =-543/826 5-12 =-543/827 i-12 =-543/827 6-7 =-444/587 IOT CHORD :-10 =-193/159 9-10 =-193/43 1-13 =-646/338 8-13 =-646/338 -14 = -33/29 7-14 = -33/29 VEBS -10 =-603/742 3-9 =-738/510 -9 =-378/103 4-8 =-3391473 ;-8 =-425/311 6-8 =-902/584 :E 7-16; Vult=170mph (3-second gust) h; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. :I., GCpi=0.18; MWFRS (envelope); : exposed ; porch left exposed; Lumber ate grip DOL=1.60 Lrmin = 20.0 psf esigner / Project engineer responsible for led roof live load shown covers rain loading specific to the use of this truss component. lequate drainage to prevent water ponding. ire MT20 plates unless otherwise indicated. has been designed for a 10.0 psf bottom d nonconcurrent with any other live loads. 3 has been designed for a live load of e bottom chord in all areas where a -0 tall by 2-0-0 wide will fit between the and any other members. rder(s) for truss to truss connections. Bchanical connection (by others) of truss to capable of withstanding 706 lb uplift at joint uplift at joint 10. or other connection device(s) shall be icient to support concentrated load(s)172 lb 2 lb up at 5-0-0, 33 lb down and 68 lb up at down and 68 lb up at 9-0-12, and 33 lb lb up at 11-0-12, and 31 lb down and 74 lb on top chord, and 162 lb down and 375 lb 51 lb up at 7-0-12, 81 lb up at 9-0-12, and 1-0-12, and 73 lb up at 13-3-4 on bottom lesign/selection of such connection ie responsibility of others. AD CASE(S) section, loads applied to the iss are noted as front (F) or back (B). ,OAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-4=90, 4-6=-90, 2-7=-20 Standard Concentrated Loads (lb) Vert: 7=13(B) 9=185(B) 4=65(B) 8=21(B) 6=-3(B) 13=21(B)14=21(B) EN P 76051 STATE OF ; 1 i 1 j��•c� `, �C ORti� P""G��� tlllll 47 lb Truss Truss Type Oty Ply 1696 HJ4 Diagonal Hip Girder 1 1 1 Job Reference (optional) �nothern Tn1ss Co_. Fort Pierre. FL 34g5'I I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:16 2023 Paqe 1 I D:Rrx03Am5KN4BmBGtODVkOGzhypa-WzJHg6V4muBrCbZuDK3umN DONsVIFkr0TsT8DizhtaD 5-6-6 3.61 f 12 3x4 3 T1 1 W1 2 B1 2A = 8 6 N0P2X STP= 1x4 II 10 W2 OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud CLL 30.0 Plate Grip DOL 1.33 TC 0.79 Vert(LL) -0.02 5-6 >999 240 CDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) 0.02 5-6 >999 180 CLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) -0.01 4 n/a n/a CDL 10.0 Code FBC2020/TPI2014 Matrix-P UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 /EBS 2x4 SP No.3 RACING - OP CHORD tructural wood sheathing directly applied or 5-6-6 oc irlins. OT CHORD igid 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 guide. EACTIONS. (lb/size) -71/Mechanical -346/Mechanical 447/0-8-0 (min.0-1-8) !ax Horz = 125(LC 4) ex Uplift _-246(LC 19) _-487(LC 19) —-679(LC 4) ax Grav 104(LC 24) 235(LC 22) = 605(LC 35) ORCES. (lb) - Maximum Compression/Maximum Tension DP CHORD •2 = -3/0 2-7 =-330/597 •7 =-323/640 3-8 =-88/103 •8 = -98/29 OT CHORD •9 =-5681336 6-9 =-568/336 •10 =-568/211 5-10 =-568/211 rEBS -6 =-549/449 3-5 =-236/634 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) V sd=132mph; TCDL=5.0psf, BCDL=5.0psf; h=18ft; Cat. Il;xp D; Encl., GCpi=0.18; MWFRS (envelope); c 3 tilever left exposed; Lumber DOL=1.60 plate grip D(P L=1.60 Lrmin = 20.0 psf 2) Building Designer / Project engineer responsible for v rifying applied roof live load shown covers rain loading re uirements specific to the use of this truss component. 3)IAII plates are MT20 plates unless otherwise indicated. 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 2Q.0psf on the bottom chord in all areas where a r ctan' le 3-6-0 tall by 2-0-0 wide will fit between the b ttom chord and any other members. B- Refer to girder(s) for truss to truss connections. 7i Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 4, 487 lb uplift atjoint 5 and 679 lb uplift at joint 6. B) Hanger(s) or other connection device(s) shall be drovided sufficient to support concentrated load(s) 64 lb down and 52 lb up at 1-6-1, 64 lb down and 52 lb up at 6-1, and 195 lb down and 357 lb up at 4-4-0, and 195 down and 357 lb up at 4-4-0 on top chord, and 24 lb up at 1-6-1, 24 lb up at 1-6-1, and 134 lb down and 261 p up at 4-4-0, and 134 lb down and 261 lb up at 4-4-0 ?n bottom chord. The design/selection of such ^onnection device(s) is the responsibility of others. 3) 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-90, 2-5=-20 Concentrated Loads (lb) 5 3A = PLATES GRIP MT20 244/190 Weight: 22 lb FT = 4% Standard Vert: 7=-1(F=-1, B=-1) 8=291(F=146, B=146) 10=286(F=143,B=143) `� '01111111//��` tied\ M • BL `N N X\G1ENSe P 76051 1 STATE OF x`'-:rC0R10P'" ��� r�r// , ' /0NA - ` 111111t1\ 48 4696 I HJ5 I Diagonal Hip Girder 17 1 2 W = s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:16 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-WzJ Hg6V4mu BrCbZuDK3umNDMssT9Fj FOTsTBDizhtaD 6-11-6 3.54 12 8 3x4 3 T1 1wl W2 B1 Q 10 4 1x4 11 6NOP2X STP= 3x4 = 5 3-3-0 6-11-6 0.1-1 6-11-6 ' 'late Offsets (X Y)— [2:0-0-6 0-0-5) .OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.95 Vert(LL) -0.05 5-6 >820 240 MT20 244/190 -CDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) 0.06 5-6 >687 180 ICLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(CT) -0.01 4 n/a n/a ICDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 28 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 I RACING - 'OP CHORD Structural wood sheathing directly applied or 6-0-0 oc ,urlins. SOT CHORD tigid ceiling directly applied or 5-0-4 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 60/Mechanical -195/Mechanical 309/0-8-0 (min. 0-1-8) 4ax Horz 154(LC 8) 4ax Uplift -96(LC 8) _-302(LC 19) _-675(LC 4) 4ax Grav 87(LC 35) 102(LC 22) 628(LC 35) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-7 =-4061738 -7 =-355/780 3-8 =-130/135 -8 = -74/18 SOT CHORD -9 =-708/403 6-9 =-708/403 -10 =-708/249 5-10 =-708/249 VEBS -6 =-473/404 3-5 =-260/741 11 Wind: ASCE 7-16; Vult=170mph (3-second gust) VI sd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=18ft; Cat. IIrExp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf 2} Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom ghord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of k0psf 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. 0) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to gearing plate capable of withstanding 96 lb uplift at joint 4, 302 lb uplift at joint 5 and 675 lb uplift at joint 6. �) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 52 lb up at 1-6-1, 64 lb down and 52 lb up at 1-6-1, and 203 lb down and 369 lb up at 4-4-0, and 203 lb down and 369 lb up at 4-4-0 on top chord, and 24 lb up.at 1-6-1, 24 lb up at 1-6-1, and 193 lb down and 263 lb up at 4-4-0, and 193 lb down and 263 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-2=-30, 2-4=-90, 2-5=-20 Concentrated Loads (lb) Standard Vert: 7=-1(F=-1, B=-1) 8=299(F=150, B=150) 10=290(F=145, B=145) P 76051 STATE OF 111111 49 :)b Truss Truss Type I Qty Ply 469$ HJ7 Diagonal Hip Girder 3 1 Job Reference (optional) 3outhem Truss Co.. Fort Pierce. FL 34951 I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:14 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-ZaCXGRUgEGx7ylPW6v1 Qhy8?n2p4nryj?Y_18gzhtaF 9-9-5 3.54 12 3x4 x 4 10 T1 W2 W1 B1 2x4 = 12 13 Ttx4 II 14 =6P,NOP2-XSTP= 3x4 1x 113-3-0 5-6-0 9-9-5 .OADING(psf) SPACING- 2-0-0 'CLL 30.0 Plate Grip DOL 1.33 'CDL 15.0 Lumber DOL 1.33 ICLL 0.0 " Rep Stress Incr NO ICDL 10.0 Code FBC2020/TPI2014 .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 JRACING- 'OP CHORD Structural wood sheathing directly applied or 6-0-0 oc ,urlins. IOT CHORD tigid 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 guide. tEACTIONS. (lb/size) 188/Mechanical _ -34/Mechanical 311/0-8-0 (min. 0-1-8) 4ax Horz = 212(LC 4) lax Uplift _-147(LC 4) _-162(LC 19) _-758(LC 4) lax Grav 188(LC 1) 133(LC 24) 713(LC 35) ORCES. (lb) - Maximum Compression/Maximum Tension OP CHORD -2 = -3/0 2-9 =-414/509 -9 =-363/552 3-10 =-401/615 -10 =-283/430 4-11 = -67/13 -11 = -48/43 OT CHORD -12 =-486/412 8-12 =-486/412 -13 =-486/223 7-13 =-486/223 -14 =-4861223 6-14 = 486/223 JEBS -8 =-371/363 4-7 =-2921158 -6 =-242/527 CSI. DEFL. in (loc) I/deft L/d TC 0.99 Vert(LL) 0.08 6-7 >939 240 BC 0.58 Vert(CT) 0.09 6-7 >903 180 WB 0.19 Horz(CT) 0.05 5 n/a n/a Matrix-S =-371/363 4-7 =-2921158 =-242/527 11) Wind: ASCE 7-16; Vult=170mph (3-second gust) sd=l32mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. I ; Exp D; Encl., GCpi=0.18; MWFRS (envelope); ntilever left exposed; Lumber DOL=1.60 plate grip QOL=1.60 Lrmin = 20.0 psf 2) Building Designer / Project engineer responsible for yen ing applied roof live load'shown covers rain loading (equirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. �) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` This truss has been designed for a live load of 165, 0.Opsf on the bottom chord in all areas where a ectangle 3-6-0 tall by 2-0-0 wide will fit between the ottom chord and any other members. ) Refer to girder(s) for truss to truss connections. ) Provide mechanical connection (by others) of truss to earing plate capable of withstanding 147 Ib uplift at joint 162 lb uplift at joint 6 and 758 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 52 lb up at 1-6-1, 64 lb down and 52 lb up at 1-6-1, 203 lb down and 369 lb up at 44-0, 203 lb down and 369 lb up at 44-0, and 69 lb down and 92 lb up at 7-1-15, and 38 lb down and 62 lb up at 7-1-15 on top chord, and 24 lb up at 1-6-1, 24 lb up at 1-6-1, 133 lb down and 263 lb up at 4-4-0, 133 lb down and 263 lb up at 4-4-0, and 11 lb down and 29 lb up at 7-1-15, and 89 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/190 Weight: 40 lb Ff = 4% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-90, 2-6=-20 Concentrated Loads (lb) Vert: 9=-1(F=-1, B=-1)10=299(F=150, B=150) 13=290(F=145, B=145)14=20(F=30, B=-10) � � IN ,ramF \� '" DENS e ,�� —; �,\ `•�,L P 76051 STATE OF 4�` i �; N �N 11111110 50 3b Truss Truss Type I Qty Ply 4696 HJ7C Diagonal Hip Girder 1 1 Job Reference (optional) -ifhnm Tnicc r`n Fnrr PIPrnP.. PI '44g51 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:15 2023 Page 1 0= 2x4 = 10 .OADING (psf) SPACING- 2-0-0 'CLL 30.0 Plate Grip DOL 1.33 'CDL 15.0 Lumber DOL 1.33 iCLL 0.0 Rep Stress Incr NO ICDL 10.0 Code FBC2020ITP12014 .UMBER - 'OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 VEBS 2x4 SP No.3 )THERS 2x4 SP No.3 3RACING- -OP CHORD structural wood sheathing directly applied or 6-0-0 oc Iudins. 30T CHORD tigid ceiling directly applied or 5-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. tEACTIONS. (lb/size) 96/Mechanical 31/Mechanical I = 298/0-8-0 (min. 0-1-8) 4ax Horz I = 212(LC 8) 4ax Uplift _-208(LC 8) -92(LC 8) _-764(LC 4) 4ax Grav = 118(LC 35) 75(LC 35) = 71 O(LC 35) °ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-10 =-409/720 .-10 =-359/763 3-11 =-286/356 1-12 =-214/223 4-12 =-174/227 -5 = -65/30 IOT CHORD :-13 =-694/404 9-13 =-694/404 --14 =-694/191 8-14 =-694/191 -8 =-329/113 4-7 =-267/115 -7 = 0/0 W II 3.54 12 STP= I D:RrxO3Am5KN4BmBGtODVkOGzhypa-2nmvTmUS?a3_aR_IgcYfEAhAj S7sW I IsECjbhGzhtaE W2 12 Sx8 = 4 8 3.5x4 = BL1 7 4x6 II 6 0 CSI. DEFL. in (loc) I/defl L/d TC 0.97 Vert(LL) 0.08 4 >931 240 BC 0.74 Vert(CT) 0.12 4 >643 180 WB 0.18 Horz(CT) -0.04 6 n/a n/a Matrix-S DT CHORD 13 =-694/404 9-13 =-694/404 14 =-694/191 8-14 =-694/191 8 =-329/113 4-7 =-267/115 7 = 0/0 =-313/510 3-9 =-502/505 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 208 lb uplift at joint 5, 92 lb uplift at joint 6 and 764 lb uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 52 lb up at 1-6-1, 64 lb down and 52 lb up at 1-6-1. 203 lb down and 369 lb up at 44-0, 203 lb down and 369 lb up at 44-0, and 38 lb down and 62 lb up at 7-1-15, and 38 lb down and 62 lb up at 7-1-15 on top chord, and 24 lb up at 1-6-1, 24 lb up at 1-6-1, 133 lb down and 263 lb up at 4-4-0, 133 lb down and 263 lb up at 4-4-0, and 89 lb up at 7-4-11, and 89 lb up at 74-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/190 Weight: 42 lb FT = 4% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-90, 2-8=-20, 6-7=-20 Concentrated Loads (lb) Vert: 8=59(F=30, B=30)10=-1(F=-1, B=-1) 11=299(F=150,B=150)14=290(F=145,E=145) ENS P 76051 STATE OF ; /fro/%/ JONAL ``�\\N ` 11111111� 51 )b Truss Truss Type Qty Ply 4696 J1 Jack -Open 24 1 Job Reference (optional) :nutham Tmss Cn Fnrt PIArCA PI 3dg61 I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:13 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-5Oe925TCTzpGL8gJYBVB91c3oebT2QtZnuEUcOzhtaG 3 5.00 12 2 1 T1 d B1 4 2K4 = .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 'CLL 30.0 Plate Grip DOL 1.33 TC 0.04 Vert(LL) 0.00 2 n/r 120 'CDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(CT) -0.00 2 n/r 120 ;CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a ;CDL 10.0 Code FBC2020/TPI2014 Matrix-P .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SIP No.2 IRACING- 'OP CHORD ;tructural wood sheathing directly applied or 1-0-0 oc -urlins. IOT CHORD tigid 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 guide. IEACTIONS. (lb/size) 102/Mechanical = 10/Mechanical 4ax Horz 98(LC 1) _ -98(LC 1) lax Uplift -58(LC 6) -19(LC 6) lax Grav 102(LC 1) = 20(LC 3) 'ORCES. (lb) - Maximum Compression/Maximum Tension 'OP CHORD -2 = -3/0 2-3 =-343/132 .OT CHORD -4 =-98/345 IOTES- ) Wind: ASCE 7-16; Vult=170mph (3-second gust) asd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. ; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C xterior(2E) zone; cantilever left exposed ; porch left xposed;C-C for members and forces 1£ MWFRS for :actions shown; Lumber DOL=1.60 plate grip DOL=1.60 rmin = 19.0 psf ) Building Designer / Project engineer responsible for erifying applied roof live load shown covers rain loading :quirements specific to the use of this truss component. This truss has been designed for a 10.0 psf bottom lord live load nonconcurrent with any other live loads. ' This truss has been designed for a live load of ).Opsf on the bottom chord in all areas where a ctangle 3-6-0 tall by 2-0-0 wide will fit between the >ttom chord and any other members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to paring plate capable of withstanding 58 lb uplift at joint and 19 lb uplift at joint 4. Non Standard bearing condition. Review required. PLATES GRIP MT20 244/190 Weight: 3 lb FT = 4% 11114�/ �- P 76051 i STATE OF 1 /�f// ��/ TONAL ,l ��ti�1• !tl i 1111 52 gb 7-1 Truss Truss Type Qty Ply 4696 J3 Jack -Open 24 1 Job Reference (optional) _ r, n nnnn o-;°.a a con a r ai, 9 0022 MiTek Industries Inc Fri Feh 94 17-00c12 2023 Page 1 ioutnem Truss Co., Pori Pierce, rL avag i .� s , o „ _ __ ..... _.....---...__,- ID: Rrx03Am5KN4BmBGtODVkOGzhypa-dC4nrlSaifhPj_G7_UycX31KE7sJuJQYEVx4xzhtaH 2 1 2[4 = 1.5:5 If 3 5.00 12 T1 W1 B1 0 1.54 II 5 NOPZX STP= 0-6- 2 i 3-0-0 Dlate Offsets (X Y)— [2.0-0-0 0-0-41 [3.0-3-8 0-0-8] [6.0-3-0 0-0-121 .OADING(psf) "CLL 30.0 CDL 15.0 3CLL 0.0 ' 3CDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.60 BC 0.69 WB 0.33 Matrix-P DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.06 (loc) 6 6 4 Vdefl >999 >999 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 4% .UMBER - "OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 3RACING- OP CHORD structural wood sheathing directly applied or 3-0-0 oc rurlins. 30T CHORD tigid 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. tEACTIONS. (lb/size) _ 242/Mechanical -234/Mechanical 80310-8-0 (min.0-1-8) i = Aax Horz 4ax Uplift Aax Grav 98(LC 10) -242(LC 1) -234(LC 1) -459(LC 6) 119(LC 6) 139(LC 6) 803(LC 1) :ORCES. (lb) - Maximum Compression/Maximum 'OP CHORD -2 = -3/0 2-3 =-237/98 4 =-114/219 IOT CHORD :-6 =-99/245 5-6 = 0/0 VEBS -6 =-471/1096 11) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 242 lb uplift at joint 4, 234 lb uplift at joint 5 and 459 lb uplift at joint 6. sN N`���1t1111111//� N KI- �U . P 76051 F ` (4- �r a % STATE OF ; XZ llllll 53 )b Truss Truss Type Qty 4696 J4 Jack -Open I 1 fly 1 Job Reference (optional) :n..lh Tn .. rn P—l' Pi--- FI gaQri1 Run• 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:11 2023 Page 1 21 2x4 = I D:RrxO3Am5KN4BmBGtODVkOGzhypa-90WOdP WaLYY5ghxRnTj3KWb9royaTWGJaINYVzhtal 4-0-0 A1Ln 5.00 12 1X4 II 3 T1 W1 B1 1, II B NOP2X STP= 4 5 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 'CLL 30.0 Plate Grip DOL 1.33 TC 0.56 Vert(LL) -0.01 5-6 >999 240 'CDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) 0.01 5-6 >999 180 ICLL 0.0 " Rep Stress Incr YES WB 0.23 Horz(CT) 0.07 4 n/a n/a ICDL 10.0 Code FBC2020/TP12014 Matrix-P .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 IRACING- 'OP CHORD Itructural wood sheathing directly applied or 4-0-0 oc ,urlins. IOT CHORD tigid 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. tEACTIONS. (lb/size) -31/Mechanical -73/Mechanical 540/0-8-0 (min.0-1-8) 4ax Horz 127(LC 10) 4ax Uplift -36(LC 19) -73(LC 1) _-287(LC 6) 4ax Grav 6(LC 6) 49(LC 6) = 540(LC 1) 'ORCES. (Ib) -Maximum Compression/Maximum 'OP CHORD -2 = -3/0 2-3 =-314/128 -4 = -67/25 !OT CHORD -6 =-128/318 5-6 = 0/0 VEBS -6 =-351/785 1Wind: ASCE 7-16; Vult=170mph (3-second gust) V=1 32mph;; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D. Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 36 lb uplift at joint 4, 73 lb uplift at joint 5 and 287 lb uplift at joint 6. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 4% \\\N����11 l l 1111I� j�� �M :BLS NNN P 76051 STATE OF W � � a/ONP, 1, \�I\ llllil 54 4696 I,14S l Jack -Open 1 12 1 1 W u STP= s Feb 2 2022 Print b.bLU s Feb a 2u22 mi i ex maustrie! I D:RrxO3Am5KN4BmB GtODVkOGzhypa-90WOdPRxxL .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 'CLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vert(LL) 0.00 4 >999 240 'CDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) -0.00 3-4 >999 180 !CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a !CDL 10.0 Code FBC20201TPI2014 Matrix-R .UMBER - 'OP CHORD 2x4 SP No.2 !OT CHORD 2x4 SP No.2 VEBS 2x6 SP No.2 IRACING- 'OP CHORD structural wood sheathing directly applied or 2-0-0 oc urlins, except end verticals. !OT CHORD tigid 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. tEACTIONS. (lb/size) 97/0-8-0 (min.0-1-8) = 73/Mechanical 24/Mechanical lax Horz 51(LC 10) lax Uplift -I (LC 10) -71(LC 10) -15(LC 10) lax Grav = 97(LC 1) = 73(LC 1) 34(LC 3) ORCES. (lb) - Maximum Compression/Maximum OP CHORD -4 = -86/98 1-2 = -80/39 OT CHORD -4 = 0/0 TOTES- ) Wind: ASCE 7-16; Vult=170mph (3-second gust) asd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=18ft; • Exp D; Encl., GCpi=0.18; MWFRS (envelope) and xtedor(2E) zone;C-C for members and forces & MV it reactions shown; Lumber DOL=1.60 plate grip ,OL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 1 lb uplift at joint 4, 71 lb uplift at joint 2 and 15 lb uplift at joint 3. PLATES GRIP MT20 244/190 Weight: 8 lb FT = 4% ,�\`\\\1111111/��� N ' M. BL' /ii�f �\�\�%�.-OENSF ����-�i P 76051 r STATE OF �;� fit OR1� PG`�` 1111\\'�\\N 55 ob Truss Truss Type Qty Ply 4696 J5 Jack -Open 28 1 Job Reference (optional) 'outhern Truss CoFort Pismo FI 1ads1 I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:09 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-DdOegQhPklgsWXYJM RF_vRGE 1796Z7_sGGGTczhtaK -0-Or12 1 5-0-0 5.00 12 Tt I W1 21 I B1 6 NOPZX STP= 1x4 II -OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud "CLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) 0.01 5-6 >999 240 CDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(CT) 0.01 5-6 >999 180 3CLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.06 4 n/a n/a 3CDL 10.0 Code FBC2020/TPI2014 Matrix-P -UMBER- OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 NEBS 2x4 SP No.3 3RACING- "OP CHORD Structural wood sheathing directly applied or 5-0-0 oc wrlins. 30T CHORD tigid 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. ZEACTIONS. (lb/size) I = 50/Mechanical i = -25/Mechanical i = 52210-8-0 (min.0-1-8) Aax Horz i = 156(LC 10) Aax Uplift _ -81(LC 10) i = -60(LC 9) i = -317(LC 6) Aax Grav = 50(LC 1) i = 11(LC 3) = 522(LC 1) :ORCES. (lb) - Maximum Compression/Maximum 'OP CHORD -2 = -3/0 2-3 =-386/161 ;-4 = -71141 SOT CHORD 1-6 =-158/391 5-6 = 0/0 VEBS -6 =-364/762 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 81 lb uplift at joint 4, 60 lb uplift at joint 5 and 317 lb uplift at joint 6. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 4% ��`11111 11I1I/��� P 76051 Z STATE OF ,p tic`+-;cCOR1aP,' ' �oNA1-\ 11l1 111111 56 ob 0 F b 2 Truss Truss Type Qty Ply 4696 J513 Jack -Closed Lder 1 1 Job Reference (optional) 2022 MA t: 8 520 F b 202 M 2iTek Industries Inc Fri Feb 24 17.00.10 2023 Pa e 1 Southern Truss Co., Fort Pierce, FL 34951 Run. 8-s e n2 n . s e g I D:RrxO3Am5KN4BmBGtODVkOGzhypa-hpyOQ3RJA2Qh Ug6lt3yUX6_WNRWTr3X74wOg73zhtaJ 3-0-0 .OADING(psf) SPACING- 2-0-0 "CLL 30.0 Plate Grip DOL 1.33 "CDL 15.0 Lumber DOL 1.33 3CLL 0.0 ' Rep Stress Incr NO 3CDL 10.0 Code FBC2020/TPI2014 .UMBER - "OP CHORD 2x4 SP No.2 30T CHORD 2x6 SP No.2 NEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 3RACING- "OP CHORD Structural wood sheathing directly applied or 3-0-0 oc lurlins, except end verticals. 30T CHORD Zigid 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. tEACTIONS. (Ib/size) 317/0-8-0 (min. 0-1-8) 959/Mechanical Aax Horz = 76(LC 8) Aax Uplift _ -87(LC 8) _-430(LC 8) Aax Grav = 317(LC 1) = 959(LC 1) :ORCES. (lb) - Maximum Compression/Maximum 'OP CHORD -4 =-118133 1-2 = -45/36 :3 =-118/94 IOT CHORD -5 = -76/0 3-5 = -76/0 VEBS -3 = -0/82 IOTES- ) Wind: ASCE 7-16; Vult=170mph (3-second gust) 'asd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; • Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lu IOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 1.5x4 II 2 5.00 2 1 T1 x5 i tlW3 I W1 W2 Ll 81 i 'T 0• 5 3 6 14 I 4 3.5x4 = OP2X STP= CSI. DEFL, in (loc) I/deft Ud TC 0.18 Vert(LL) -0.01 3-4 >999 240 BC 0.37 Vert(CT) -0.01 3-4 >999 180 WB 0.02 Horz(CT) -0.00 3 n/a n/a Matrix-P 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 glyder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 4 and 430 lb uplift at joint 3. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 987 lb down and 394 lb up at 2-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 5=-987(B) PLATES GRIP MT20 244/190 Weight: 20 lb FT = 4% M. BL8 P 76051 STATE OF ; A 57 :)b Truss Truss Type QtY Ply 4696 J5S Jack -Open 2 1 Job Reference (optional) Z—dhcm Tn— r`n P t Pi.— P sadR1 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:10 2023 Page 1 I D:RrxO3Am5KN4BmBGtODVkOGzhypa-hpyOQ3RJA2QhUg61t3yUX6_T4RWmr3v f4wOq'73zntaJ 3-0-0 �.n-n 2 5.00 12 T7 2x4 II 1 W1 B1 3 4 Iz4 11 OP2X STP= .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud CLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.02 3 4 >999 240 'CDL 15.0 Lumber DOL 1.33 BC 0.35 Vert(CT) -0.01 3-4 >999 180 3CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a 3CDL 10.0 Code FBC2020/TP12014 Matrix-R .UMBER - "OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 VEBS 2x6 SP No.2 3RACING- OP CHORD Structural wood sheathing directly applied or 3-0-0 oc turlins, except end verticals. 30T CHORD tigid 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. tEACTIONS. (lb/size) = 149/0-8-0 (min.0-1-8) 111/Mechanical 38/Mechanical Aax Horz = 79(LC 10) Aax Uplift -19(LC 10) _-101(LC 10) -15(LC 10) Aax Grav 149(LC 1) = 111(LC 1) 53(LC 3) :ORCES. (lb) -Maximum Compression/Maximum 'OP CHORD -4 =-133/175 1-2 =-114/56 IOT CHORD .-4 = 0/0 IOTES- ) Wind: ASCE 7-16; Vult=170mph (3-second gust) lasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=18ft; ; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and :xtedor(2E) zone;C-C for members and forces & MV x reactions shown; Lumber DOL=1.60 plate grip 10L=1.60 Lrmin =19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 19 lb uplift at joint 4, 101 lb uplift at joint 2 and 15 lb uplift atjoint 3. PLATES GRIP MT20 244/190 Weight: 12 lb FT = 4% Q� ,`�CIENSF •�fN� P 76051 STATE OF ; 4C Z. jO.cN'�;cC 6!ONA e` �\N llllll 58 1696 JJ7 I Jack -Open 1 137 Truss s s 7:00:08 21 / / I I W1 2X4 = A 6 NOP2X STP= 1.5x5 II 5.00 12 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud .OADING 'CLL 30.0 Plate Grip DOL 1.33 TC 0.59 Vert(LL) -0.03 5-6 >999 240 'CDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(CT) -0.04 5-6 >999 180 ,CLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.06 4 n/a n/a -CDL 10.0 Code FBC2020/TP12014 Matrix-P .UMBER - 'OP CHORD 2x4 SP No.2 .OT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 tRACING- 'OP CHORD Itructural wood sheathing directly applied or 6-0-0 oc urlins. ,OT 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. tEACTIONS. (lb/size) 159/Mechanical 27/Mechanical = 580/0-8-0 (min.0-1-8) lax Horz = 214(LC 10) tax Uplift _-154(LC 10) -3(LC 10) _-248(LC 6) lax Grav = 159(LC 1) 68(LC 3) = 580(LC 1) ORCES. (lb) - Maximum Compression/Maximum T OP CHORD -2 = -3/0 2-3 =-527/211 -4 =-145/80 OT CHORD -6 =-196/496 5-6 = 0/0 VEBS -6 =-454/911 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2E) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 154 lb uplift at joint 4, 3 lb uplift atjoint 5 and 248 lb uplift at joint 6. 4 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 4% ��`�\111 l 111/ ,���/ e�Q M -BS/t� P 76051 STATE OF / , 0, FLORIOP'�G���� i�zlli/;10 1111NAL 111�� ���� 59 1b Truss Truss Type Qty Ply 4696 J7C Jack -Open I 6 1 Job Reference (optional) Iouthem Truss Co.. Fort Pierce. FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:08 2023 Page 1 ID: RrxO3Am5KN4BmBGtODVkOGzhypa-IRgG?N P3eQAzENyMIewOShu6hdpiN6'lgdcXjxAzhtaL -0- 12 4-8-0 7-0-0 0- -12 4-8-0 2-4-0 5 3.64 = 5.00 12 4 Y 1xa II 1 BL7 3 2 133 7 4x8 II 8 21 W1 Li q 4 2x4 = A 8 Q. 6, 1.50 II 9 NOP2x STP= tx4 II 24-0 4-8-0 7-0.0 0 -12 1 7-0-0 'late Offsets (X Y)- [2.0-0-0 0-0-4] [4.0-3-0 0-1-8] [8:0-2-0 0 0-12] .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) 0.06 7 >931 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(CT) -0.06 4 >941 180 tCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.02 6 n/a n/a ICDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 27 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 `Except" B2: 2x4 SP No.3 VEBS 2x4 SP No.3 )THEIRS 2x4 SP No.3 1RACING- 'OP CHORD Structural wood sheathing directly applied or 6-0-0 oc -urlins. IOT CHORD tigid ceiling directly applied or 6-0-0 oc bracing, Except: 0-0-0 oc bracing: 6-7. cross bracing be installed during truss erection, in tEACTIONS. (lb/size) 137/Mechanical = 50/Mechanical = 580/0-8-0 (min. 0-1-8) 4ax Horz = 214(LC 10) 4ax Uplift _-127(LC 10) _ -30(LC 10) _-248(LC 6) 4ax Grav = 137(LC 1) 58(LC 3) = 580(LC 1) 'ORCES. (lb) -Maximum Compression/Maximum 'OP CHORD -2 = -3/0 2-3 =-497/96 -4 =-186/11 4-5 =-106175 IOT CHORD -9 =-68/490 8-9 =-97/128 -8 =-57/133 4-7 =-60/196 -7 = 010 VEBS -9 =-4001734 WEBS 3-9 =-400/734 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 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 127 lb uplift at joint 5, 30 lb uplift at joint 6 and 248 lb uplift at joint 9. P 76051 STATE OF ��TONAL 111111111� 60 )b Truss Truss Type Qty Ply 4696 � RS Jack -Open I 1 1 Job Reference o Clonal ioutnem I russ L;o., tort Fierce, tL 34`J01 I Run: 6.0L11 s reu c LULL riun, o.aa Feu c c 7 "u c i .uuau.w, .. . ov �. ......vim _..�.. . _V- . ID:RrxO3Am5KN4BmBGtODVkOGzhypa-DdOegQhPklgsWXYJMRF_vRG11AM6cf sGGGTczhtaK 5-0-0 5.00 12 2.5x4 II B1 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 'CLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) 0.06 34 >922 240 'CDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) -0.06 34 >940 180 ICLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.08 2 nla n/a ICDL 10.0 Code FBC2020/TP12014 Matrix-R .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x6 SP No.2 IRACING- 'OP CHORD Itructural wood sheathing directly applied or 5-0-0 oc urlins, except end verticals. IOT CHORD tigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in ,EACTIONS. (lb/size) 259/0-8-0 (min. 0-1-8) 192/Mechanical 67/Mechanical lax Horz = 137(LC 8) lax Uplift -57(LC 8) _-162(LC 8) -16(LC 8) lax Grav = 259(LC 1) = 192(LC 1) 92(LC 3) 'ORCES. (lb) - Maximum Compression/Maximum 'OP CHORD -4 =-232/120 1-2 = -89/57 ;OT CHORD -4 = 0/0 IOTES- ) Wind: ASCE 7-16; Vult=170mph (3-second gust) asd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; ; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lur IOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf ) Building Designer / Project engineer responsible f erifying applied roof live load shown covers rain loaf squirements specific to the use of this truss comport 3) All plates are MT20 plates unless otherwise indicated. 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 57 lb uplift at joint 4, 162 lb uplift at joint 2 and 16 lb uplift at joint 3. PLATES GRIP MT20 244/190 Weight: 18 lb FT = 4% X01I I i l l!///,/ zz P 76051 STATE OF 'A: N �N 11111 61 )b Truss Truss Type Qty Ply 4696 J24 Jack -Open 4 1 Job Reference (optional) louthem I russ t;o., Fort Fierce, 1-L J4ya1 RUII. 0.04U J r UU G GVGG rill ll. V.— J I cu � �v�� vl, — I —, ,,,,.. . .. , vv --- ,- ID: Rrx03Am5KN4BmBGtODVkOGzhypa-dC4nriSaifhPj_G7_UycX3f9EEeJzPQYEVx4xzhtaH -2-0-4 2-4-0 5.00 t2 I T1 w t I I Ito II BI .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 1.00 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(CT) -0.01 4-5 >999 180 ICLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a ICDL 10.0 Code FBC2020/TP12014 Matrix-R Weight: 12 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x6 SP No.2 IRACING- 'OP CHORD Itructural wood sheathing directly applied, except end erticals. IOT CHORD tigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in tEACTIONS. (lb/size) = 437/0-1-8 (min.0-1-8) 21/Mechanical -26/Mechanical 4ax Horz 124(LC 6) 4ax Uplift _-270(LC 6) _ -43(LC 10) _ -26(LC 1) 4ax Grav = 437(LC 1) 21(LC 1) = 37(LC 6) °ORCES. (lb) - Maximum Compression/Maximum 'OP CHORD 5 =-3701706 1-2 = 0/80 :-3 = -63/48 IOT CHORD -5 = 0/0 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 5, 43 lb uplift at joint 3 and 26 lb uplift at joint 4. �`\%GENS F ,�5 ' JP 76051 r r STATE OF j0 % ;rCOR10A'� - /Ill i I l ltt 62 ob Truss Truss Type Qty Ply 469$ K1 Roof Special I 1 1 Job Reference (optional) Q-0ham T.— rn P—t Piano Fi saael I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:02 2023 Page 1 NOPZ plate Offsets (X Y)— [3:0-3-4 0-1-8] [5:0-2-0 Edge] [8:0-3-410-1-8] [10:0-3-0 0-2-4],[12:0-2-0,0-2-8],[14:0-2-0,0-1-8],[15:0-2-0,0-1-8],[17:0-2-0,0-2-8],[19:0-3-0,0-1-41 -OADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Udefi Ud PLATES GRIP PCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.07 14-15 >999 240 MT20 244/190 fCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) 0.07 14-15 >999 180 3CLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) -0.03 10 n/a n/a 3CDL 10.0 Code FBC2020/TPI2014 I Matrix-S Weight: 81 lb FT = 4% _UMBER- rOP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 NEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 3RACING- fOP CHORD Structural wood sheathing directly applied or 6-0-0 oc >udins, except end verticals. 30T CHORD ligid ceiling directly applied or 3-11-7 oc bracing. cross bracing be installed during truss 2EACTIONS. (lb/size) 19 = 598/0-8-0 (min.0-1-8) 10 = 598/0-8-0 (min.0-1-8) Aax Horz 19 = -29(LC 15) Aax Uplift 19 = -472(LC 6) 10 = -472(LC 7) Aax Grav 9 = 598(LC 1) 0 = 598(LC 1) 'ORCES. (lb) -Maximum Compression/Maximum OP CHORD 7-19 =-571/1475 3-17 =-553/1328 -3 =-145/211 1-2 = -28/19 !-3 =-786/2190 2-4 =-733/2115 1-5 =-197/334 5-6 =-1971362 i-7 =-733/2135 7-8 =-786/2200 '-9 = -22/19 10-12 =-571/1406 1-12 =-553/1310 8-9 =-145/174 30T CHORD 8-19 = 0/0 16-17 =-724/263 6-20 =-724/263 15-20 =-724/263 5-21 =-1994/701 14-21 =-1994/701 4-22 =-501/263 13-22 =-501/263 2-13 =-501/263 1 BOT CHORD 10-11 = 0/0 WEBS 16-18 = -79119 11-13 = -71/19 3-15 =-1289/494 8-14 =-1515/494 4-15 =-401/88 6-14 =-380/88 4-6 =-554/1770 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) 0-2-12 to 2-11-12, Exterior(2R) 2-11-12 to 5-8-0, Exterior(2E) 5-8-0 to 8-4-4, Interior(1) 8-4-4 to 11-1-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 20.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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 472 lb uplift at joint 19 and 472 lb uplift at joint 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 011111 ! 111/�VI/ NNN NP%�,�GENSF �XL P 76051 ' STATE OF / 0:NZ N 1111111111 63 1b Truss Truss Type Qty Ply 169d K2 Roof Special I 1 1 Job Reference (optional) :n ilhnrn Tmcc Cn Fnrf Piarna. FI 34g51 I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:02 2023 Page 1 3x5 1 W1 31.Sz5 = 12 W3 81 6' 14 B C 1x4 II 15 NOPZX STP= 2x5 II OADING(psf) SPACING- 2-0-0 CLL 30.0 Plate Grip DOL 1.33 CDL 15.0 Lumber DOL 1.33 CLL 0.0 ' Rep Stress Incr YES ,CDL 10.0 Code FBC2020/TPI2014 UMBER - OP CHORD 2x4 SP No.2 ,OT CHORD 2x4 SP No.2 JEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 :RACING - OP CHORD •tructural wood sheathing directly applied or 6-0-0 oc urlins. OT CHORD :igid ceiling directly applied or 10-0-0 oc bracing, E) -0-9 oc bracing: 10-11. cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. :EACTIONS. (lb/size) 5 = 598/0-8-0 (min.0-1-8) = 598/0-8-0 (min.0-1-8) lax Horz 5 = 58(LC 10) lax Uplift 5 = -431 (LC 7) _ -431 (LC 6) lax Grav 5 = 598(LC 1) = 598(LC 1) ORCES. (lb) -Maximum Compression/Maximum OP CHORD -2 =-828/2252 2-16 =-124/206 -16 =-95/212 3-17 =-95/212 -17 =-124/206 4-5 =-828/2252 OT CHORD 4-15 = 0/0 12-13 =-151/161 1-12 =-151/151 11-18 =-1981/726 B-19 =-19811726 10-19 =-1981/726 -10 = 0/0 8-9 = 0/0 -7 = 0/0 /EBS 2-14 =-139132 7-9 =-139/32 I 3-15 =-582/1522 3x4 = 3 17 5.00 12 3x4 4 16 3xd 4 2 5 3x5 W4 W4 9 I 5 wi g 3.5x4 = 18 13 1 3.5x4 = W3 1.5x5 — O B1 ¢' 7 tx4 11 d' 6' B NOP2X STP= 2x5 II CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.70 Vert(LL) 0.0710-11 >999 240 MT20 2441190 BC 0.35 Vert(CT) -0.0611-12 >999 180 WB 0.62 Horz(CT) -0.01 6 n/a n/a Matrix-S Weight: 69 lb FT = 4% WEBS 1-13 =-566/1402 6-8 =-582/1522 5-8 =-566/1402 2-11 =-358/95 4-10 =-358/107 2-4 =-659/2068 1-11 =-20091737 5-10 =-2009/737 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2E) 0-2-12 to 4-8-12, Exterior(2R) 4-8-12 to 6-7-4, Exterior(2E) 6-7-4 to 11-1-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 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 431 lb uplift at joint 15 and 431 lb uplift at joint 6. 1001111 /// VI/ NNN NP`\GENSF , <OX _ pt 76051 i -O ; STATE OF PCOR1�P� ��N 64 3b Truss Truss Type Oty Ply 4696 K3 Roof Special 2 1 Job Reference (optional) . _ .. _ -- -- -- ,--- ...__-- - n.nr•. S.— o eon - E-k o ono,) D.I..M o con � ov1, 9 9n99 MiTc4 Inrinc4rine Inn Fri Fah 9d 17•nn•nn 9n93 PnnA 1 30 = 3 3.5xB y 3.Sx8 C 4 5.06 12 2 � � 15 4x8 i 4x8 93— 17 10 6 YqI 81 yyt 1 t6 8 17 Wt 5 B1 1x4 It txb II Li 2 2 El 12 7 6 1x411 1x411 ° 6' B NOP2X STP= NOM STP= 26 II 2x5 II 3-3-0 5-0-0 B-10-0 10-7-0 1 13-10-0 I 13-10-0 'late Offsets X,Y — 2:0-3-12,0-1-12 3:0-2-0,Ed e , 4:0-3412,0-1-12 6:0-3-0,0-1-0 , rl3:0-3-0,0-1-0 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.45 Vert(LL) 0.14 11 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) 0.13 11 >999 180 ICLL 0.0 " Rep Stress Incr YES WB 0.96 Horz(CT) -0.21 6 n/a n/a ICDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 68 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP M 31 IOT CHORD 2x4 SP No.2 "Except` WEBS 61: 2x6 SP No.2 7-8 =-238/57 2-10 =-738/166 VEBS 2x4 SP No.3 "Except` 4-9 =-738/166 2-4 =-1162/3235 W1: 2x4 SP No.2 (RACING- NOTES - 'OP CHORD 1) Unbalanced roof live loads have been considered for Itructurai wood sheathing directly applied or 6-0-0 oc this design. ,urlins. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) IOT CHORD Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. tigid ceiling directly applied or 2-11-10 oc bracing. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C MiTek recommends that Stabilizers and required EXterlOr(2E) 0-2-12 to 4-8-12, Exterior(2R) 4-8-12 to cross bracing be installed during truss erection, in 9-1-4, Exterior(2E) 9-1-4 to 13-7-4 zone; porch left and accordance with Stabilizer Installation guide. right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip ,EACTIONS. (lb/size) DOL=1.60 Lrmin = 19.0 psf 3 = 736/0-8-0 (min. 0-1-8) 3) Building Designer / Project engineer responsible for 736/0-8-0 (min. 0-1-8) verifying applied roof live load shown covers rain loading lax Horz requirements specific to the use of this truss component. 3 = 72(LC 10) 4) All plates are MT20 plates unless otherwise indicated. lax Uplift 5) This truss has been designed for a 10.0 psf bottom 3 =-531 (LC 7) chord live load nonconcurrent with any other live loads. _-531(LC 6) 6) " This truss has been designed for a live load of lax Grav 20.Opsf on the bottom chord in all areas where a 3 = 736(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the = 736(LC 1) bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to 'ORCES. (lb) - Maximum Compression/Maximum Tension bearing plate capable of withstanding 531 lb uplift at joint 'OP CHORD 13 and 531 lb uplift at joint 6. -14 =-1313/3376 2-14 =-1143/3377I\�llllll///� -15 =-1143/3377 5-15 =-131313376 \�\Q,\ °� 1-� ---- �f ;OT CHORD \\CENS� C� / 2-13 = 0/0 1-11 =-2997/114 Q �%� 1-16 =-2993/1141 10-16 =-2993/1141 ip 705,6 ' -10 =-2993/1141 9-17 =-2993/114 -17 =-2993/1141 5-8 =-2997/114�1 -7 = 0/0 1-13 =-707/1728 r -6-707/1728 �� STATE OF ;I�- 1-12 =-238/57 ��. ' �,l ' I ►vA 0�0 IIIII,` 65 b Truss Truss Type Oty Ply [698 K4 Roof Special 1 1 Job Reference (optional) outhern Truss Co.. Fort Pierce, FL 34951 Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:03 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-011 NygLwquYh8o4uz5KfieB8Gc4vijp5I Kpyrzzhtau •0-p 12 2-4 0 7 0-0 8-11-0 10-10-0 15-6-0 17-1%0 17-1p 12 0- -12 2 4-0 4-8-0 1-11-0 1-11-0 4-8-0 2 4-0 0- -12 3.4 = 5 3x5 . 3x5 6 4' 5.o0 12 I W4 19 18 W3 W3 3 3.5 = 15 12 7 I 14 13 W2 I 3.5W1 98 W1 1X4 II 1%4 II N Ia 3x4 = S 20 16 11 21 3x4 = s c 7 1X4 II 1X4 II 10 NOP2X STP= NOP2X STP= 2.5x5 II 2.54 II 2-4-0 5-3-0 -0-0 10-10-0 12-7-0 1 15-6-0 17-10-0 0- 12 17-10-0 0 -12 'late Offsets (X Y)- [3.0-2-12 0-2-1] [4.0-2-4 0-1-8] [5.0-2-0 Edge] [6.0-2-4 0-1-8] [7.0-2-12 0-2-1] [10:0-3-0 0-1-4] [17:0-3-0 0-1-41 OADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 TC 0.94 Vert(LL) 0.12 13-14 >999 240 MT20 244/190 CDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) 0.11 13-14 >999 180 CLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.06 10 n/a n/a CDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 79 lb FT = 4%a UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 WEBS JEBS 2x4 SP No.3 11-12 =-102126 3-17 =-859/1772 RACING- 4-14 =-596/132 6-13 =-596/132 OP CHORD 7-10 =-859/1772 4-6 =-852/2444 tructural wood sheathing directly applied or 2-2-0 oc urlins. NOTES- OT CHORD 1) Unbalanced roof live loads have been considered for :igid ceiling directly applied or 3-9-2 oc bracing. this design. MiTek recommends that Stabilizers and required 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) cross bracing be installed during truss erection, in Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. accordance with Stabilizer Installation guide. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) -0-1-7 to 4-4-9, Extedor(2R) 4-4-9 to 13-5-7, :EACTIONS. (lb/size) Exterior(2E) 13-5-7 to 17-11-7 zone; cantilever left and 7 = 984/0-8-0 (min.0-1-8) right exposed; porch left and rightexposed;C-C for 0 = 984/0-8-0 (min. 0-1-8) members and forces & MWFRS for reactions shown; tax Horz Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 7 = 104(LC 10) 3) Building Designer / Project engineer responsible for lax Uplift verifying applied roof live load shown covers rain loading 7 = -712 LC 6 requirements specific to the use of this truss component. 0 =-718(LC 7) 4) All plates are MT20 plates unless otherwise indicated. lax Grav 5) This truss has been designed for a 10.0 psf bottom 7 = 984(LC 1) chord live load nonconcurrent with any other live loads. 0 = 984(LC 1) 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a ORCES. (lb) - Maximum Compression/Maximum Tension rectangle 3-6-0 tall by 2-0-0 wide will fit between the OP CHORD bottom chord and any other members. -2 = -3/0 2-3 =-93/130 7) Provide mechanical connection (by others) of truss to -18 =-1092/2653 4-18 =-999/2670 bearing plate capable of withstanding 712 lb uplift at joint -5 =-126/192 5-6 =-126/192 17 and 718lb uplift at joint 10. I1II�fVI/ -19 =-999/2670 7-19 =-1092/2653 _B /// OT CHORD I ��' �CENSE ` /r� /� -17 =-93/104 17-20�� 6-20 = 0/0 3-15 =-2199/923 1 J76051 4-15 =-2193/922 13-14 =-2193/922 ` 2-13 =-2193/922 7-12 =-2199/923 * _ 1-21 = 0/0 10-21 = 0/0 1 -10 = 0/0 i JEBS ,p �` STATE OF �; & ` 5-16 =-102/38 0�'-F(QRj�P''G\=� ` 111I1t 66 b Truss Truss Type Oty Ply 1696 K5 Hip I 1 1 Job Reference (optional) n, Oh— T—a r- Fnrf PiPrrP FI 'AaaA1 I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:04 2023 Page 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-sfb190MYbGgYllebwpr4HrKKZUU—Ktotl cvoF,zntaf p 15-6-0 17-10-0 17-1p-12 4-8-0 2-4-0 0-0=12 494 — 4x4 = 4 14 5 5.00 12 V W3 W3 3 Vh _ 13 12 11t II ik4 II IA II W = 6 8 15 10 B 16 1x4 II 1x4 II NOM STP= 2x5 II 2-4-0 5-3-0 7- -0 10-10-0 12-7-0 0 tl2 1 17-10-0 ,late Offsets (X Y)— [3:0-2-1 0-1-15] [4:0-2-4 0-2-0][5:0-2-4(0-2-0],[6:0-2-1,0-1-15],[9:0-3-0,0-1-0],[16:0-3-0,0-1-01 OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d CLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vert(LL) 0.11 12-13 >999 240 CDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(CT) 0.10 12-13 >999 180 CLL 0.0 Rep Stress Incr YES WB 0.49 Horc(CT) 0.08 9 n/a n/a CDL 10.0 Code FBC2020/TPI2014 Matrix-S UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 JEBS 2x4 SP No.3 -RACING- OP CHORD tructural wood sheathing directly applied or 5-3-7 oc urlins. OT CHORD :igid ceiling directly applied or 3-11-8 oc bracing. cross bracing be installed during truss erection, in :EACTIONS. (lb/size) 6 = 984/0-8-0 (min. 0-1-8) = 984/0-8-0 (min. 0-1-8) lax Horz 6 = 83(LC 14) lax Uplift 6 = -747(LC 6) _ -753(LC 7) lax Grav 6 = 984(LC 1) = 984(LC 1) ORCES. (lb) - Maximum Compression/Maximum OP CHORD -2 = -3/0 2-3 =-73/114 -4 =-1090/2402 4-5 =-922/2334 -6 =-1090/2402 6-7 = -17/87 -8 = -3/0 OT CHORD -16 = -73/83 15-16 = 0/0 -14 =-1956/920 13-14 =-1951/919 2-13 =-1988/922 11-12 =-1951/919 -11 =-1956/920 9-10 = 0/0 -9 = 0/0 /EBS 4-15 = -90132 10-11 = -90/26 -16 =-85911640 4-13 =-540/132 -12 =-540/132 WEBS 6-9 =-859/1640 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) -0-1-7 to 4-4-9, Exterior(2R) 4-4-9 to 13-5-7, Exterior(2E) 13-5-7 to 17-11-7 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 747 lb uplift at joint 16 and 753 lb uplift at joint 9. 87 �I 3x4 = NOP2X STP= 2x5 II PLATES GRIP MT20 244/190 Weight: 74 lb FT = 4% .b Truss Truss Type Qty Ply 169E Y K6 Hip Girder I 1 1 Job Reference (optional) n, dhom Tn,ce cn _ Fnrt Pierre. FL 34951 I Run: 8.520 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MITek Industries. Inc. Fri Feb 24 17:00:05 2023 Paae 1 30 = 5.00 12 3x4 3 — NOM STP= 1.Sx5 II I D:RrxO3Am5KN4BmBGtODVkOGzhypa-Ks97N M N BM VoPNvDn4 W MJg3GYrQIOAkrOxel3KrzhtaU 10-2-1 , 12-10-0 , 15-6-0 17710-0 17-1012 2-6-3 2-7-15 2-8-0 2 4-0 0- -12 Dead Load Deb. -1116 In tx4 II tx4 II = 1 5 1 6 2 7 3x4 a 6 W3 W3 W3 2 WI 10 9 jjI l� 21 15 14 73 22 12 6• 3x4 = 3.5x4 = 8 S 1x4 II 1x4 II 3x4 = 11 NOP2X STP= 1.5x5 II 0-0 OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.33 TC 0,62 Vert(LL) 0.31 13-15 >512 240 MT20 2441190 CDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) 0.29 13-15 >551 180 CLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) -0.01 11 n/a n/a CDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 77 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 OT CHORD 2x4 SP No.2 /EBS 2x4 SP No.3 RACING - OP CHORD tructural wood sheathing directly applied or 6-0-0 oc urlins. OT CHORD .igid ceiling directly applied or 5-0-14 oc bracing. cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. EACTIONS. (lb/size) 7 = 702/0-8-0 (min.0-1-8) 1 = 70210-8-0 (min.0-1-8) lax Horz 7 = 62(LC 34) lax Uplift 7 = -1007(LC 4) 1 = -1013(LC 5) lax Grav 7 = 708(LC 19) 1 = 708(LC 20) ORCES. (lb) - Maximum OP CHORD -2 = -3/0 -4 =-591/1071 -18 =-515/1031 -19 =-515/1031 -20 =-515/1031 -9 =-227/335 OT CHORD -17 =-253/216 3-21 =-919/579 4-15 =-919/579 3-22 =-919/579 1-12 =-253/222 IEBS -17 =-761/1032 2-3 =-216/,9 4-18 = -515/1 5-19 = -515/1 6-20 = -515/1 7-8 = -59211 9-10 = -3/0 16-17 = -25 15-21 = -91 13-14 = -91 12-22 = -91 9-11 = -25 Tension WEBS 3-16 =-1218/749 4-16 =-196/30 5-15 =-157167 7-12 =-196/31 8-12 =-1229/739 8-11 =-761/1040 6-13 =-157/68 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 1007 lb uplift at joint 17 and 1013 lb uplift atjoint 11. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 192 lb up at 5-0-0, 33 lb down and 68 lb up at 7-0-12, 33 lb down and 68 lb up at 8-11-0, and 33 lb down and 68 lb up at 10-9-4, and 172 lb down and 192 lb up at 12-10-0 on top chord, and 162 lb down and 375 lb up at 5-0-0, 81 lb up at 7-0-12, 81 lb up at 8-11-0, and 81 lb up at 10-9-4, and 162 lb down and 375 lb up at 12-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-90, 4-7=-90, 7-9=90, 9-10=-30, 2-9=-20 Concentrated Loads (lb) Vert: 4=65(F) 7=65(F) 14=21(F) 16=185(F) 12=185(F) 21 =21 (F) 22=21 (F) 'oW11111////// rr P 76051 ' r STATE OF !� XZ I1111 68 1b Truss Truss Type Qty Ply 4696 N1 Common Gird r 1 2 1 Job Reference (optional) o con - E-k o onoo o.i.d. o eon � Eek o onoo SA;Tn4 In.ine4rioc 1„r Fri r:.K 9d 47•nn•nc; 9n93 P.— 1 -0-0,12 2-4-0 4x4 = 5 30 i 3x4 5.00 12 4 6 T2 3.5x5 4 1 I W6 3.5x8 J 7 3 W3 4 W W3 W1 W2 I W6 1 I B1 3x4 = 6' 11 13 10 14 9 6x8 = 15 LL' 6' 3.6x5 = 7x8 12 8 NOP2XSTP= NOP2X STP= 2x6 II 3x7 II 2-4-0 5-2-0 7-9-0 1 10-4-0 13-6-0 0.8112 I 13-6-0 'late Offsets (X Y)— [3:0-1-12 0-1-8] [7:0-4-0 0-1-8] [8:0-4-4 0-1-8][9:0-2-12,0-4-01,[10:0-4-0,0-4-12],[11:0-1-12,0-1-81, [12:0-4-4,0-1-0] .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 'CLL 30.0 Plate Grip DOL 1.33 TC 0.34 Vert(LL) 0.06 10-11 >999 240 MT20 244/190 'CDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(CT) -0.08 9-10 >999 180 ;CLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.01 8 n/a n/a ;CDL 10.0 Code FBC2020/TPI2014 i Matrix-S Weight: 169 lb FT = 4% .UMBER - 'OP CHORD 2x4 SP No.2 ;OT CHORD 2x6 SP M 26 VEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2, W7: 2x8 SP No.2 IRACING- 'OP CHORD Itructural wood sheathing directly applied or 4-11-6 oc ur ins, except end verticals. ;OT CHORD ligid ceiling directly applied or 10-0-0 oc bracing. :EACTIONS. (lb/size) = 5166/0-8-0 (min. 0-2-2) 2 = 391310-8-0 (min.0-1-10) lax Horz 2 = 132(LC 8) lax Uplift _ -2534(LC 9) 2 = -2127(LC 4) lax Grav = 5166(LC 1) 2 = 3913(LC 1) ORCES. (lb) - Maximum Compression/Maximum OP CHORD -2 = -1/0 2-3 =-302/268 -4 =-4628/2600 4-5 =-5520/307 -6 =-5516/3062 6-7 =-6269/311 -8 =-4400/2211 OT CHORD -12 =-228/277 11-12 =-276/277 , 1-13 =-2402/4207 10-13 =-2402/420 0-14 =-2823/5718 9-14 =-2823/571 -15 =-3621750 8-15 =-362/750 /EBS -12 =-3497/1964 3-11 =-2339/427 -11 =-1268/615 4-10 =-576/12d6 -10 =-2201/3914 6-10 =-892/157 -9 =-252/779 7-9 =-2622/529 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc , 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row 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 roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2534 lb uplift at joint 8 and 2127 lb uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3062 lb down and 2144 lb up at 7-1-8, and 2276 lb down and 1013 lb up at 9-0-12, and 2285 lb down and 944 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-2=-30, 2-5=-90, 5-7=-90, 2-8=20 Concentrated Loads (lb) Vert: 13=-3062(F) 14=-2276(F) 15=-2285(F) ,,00I I I I I//!// �. �M• B�Fq /���i N\\4`P\•\GENSF �'��•� J P 76051 .a STATE OF r// �� 10NA�- M111110 69 4696 N2 Common 5.00 12 16 1 3A 3 W1 a:4 = � s• 6 g 9 NOP2X STP= 1.5x5 II 1 1 Job Refe s Feb 2 2022 Print: 8.520 s Feb 2 2022 ID: RrxO3Am5KN4BmBGtODVkOGzhyl 13 5- 4X4 11 4 1113 8 3.5x8 = US 5 6 W5 t� 6. NOP2X STP= 2x5 II .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP "CLL 30.0 Plate Grip DOL 1.33 TC 0.75 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 "CDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(CT) -0.04 7-8 >999 180 ICLL 0,0 ' Rep Stress Incr YES WB 0.35 Horz(CT) 0.00 7 n/a n/a 1CDL 10.0 Code FBC2020ITP12014 Matrix-S Weight: 68 lb FT = 4% UMBER - OP CHORD 2x4 SP No.2 IOT CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 *Except* W5: 2x6 SP No.2 )RACING - 'OP CHORD structural wood sheathing directly applied or 6-0-0 oc )urlins, except end verticals. SOT CHORD tigid 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 guide. tEACTIONS. (lb/size) 732/0-8-0 (min.0-1-8) 1 = 879/0-8-0 (min.0-1-8) Aax Horz I = 116(LC 10) Aax Uplift _-300(LC 11) I =-369(LC 6) Aax Grav 732(LC 1) 1 = 879(LC 1) FORCES. (lb) - Maximum Compression/Maximum "OP CHORD -2 = -3/0 2-3 =-434/133 I-10 =-609/561 4-10 =-608/573 •-11 =-5081578 5-11 =-614/568 i-6 = 0/57 5-7 =-6801878 IOT CHORD :-9 =-40/383 8-9 =-95/358 '-8 =-157/252 VEBS •-8 =-561222 3-8 =-609/519 1-9 =-787/1181 5-8 =-81/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E) -0-1-7 to 4-4-9, Exterior(2R) 4-4-9 to 10-4-15, Extedor(2E)10-4-15 to 14-10-15 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 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 300 lb uplift at joint 7 and 369 lb uplift at joint 9. ' P 76051 ' STATE OF /� ��Q: iron%!� 11111 70 -)b Truss Truss Type Oty Ply 4696 N3 Hip I 1 1 Job Reference (optional) _..._.'_.__ .._ .-_� ..�____ r•. n•nn• I n.._. o enn .. r_L. n nnnn n :..•. O G A n C..M n nn7n RAM 1, In.l..nlrinc. Inn Cri Cnk OA i-t•nn•na'3n2a Donn 1 Soulnum I Iu5J UU., ruit rierue, rL 04WU 1 I�u1I. u..�cu s I-cu �v�r. r „„. ai..i�v , c� c cvc� rvii , c,. ,,....aau �a.... �..v. .....................-...-.. ...y.. . I D:Rrx03Am5KN4BmBGtODVkOGzhypa-o2jValap7pwF?3ozeDtYM Gpgjg2kvCIXAl2cslzhtaN 0 12 21-0 7-0-0 8-6-0 13-2-0 15-6-0 15- -12 0- 12 2-4-0 4-8-0 1-6 0 4-8-0 2 4-0 0- -12 Dead Load Defl. = 1/8 In 44 = 04 = 4 5 2 5.o0 12 1x4 II 1 6IA II 3 W2 1 W1 wl 67 B1 [d 3x4 = 6' 11 10 6' 3x4 = L B 1x411 1x411 S 6' 12 9 NOP2XSTP= NOP2X STP= 1x4 11 IA II 2-4-0 7-0-0 8-6-0 1 13-2-0 15-6-0 0- -12 I 15-6-0 0- -12 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP -CLL 30.0 Plate Grip DOL 1.33 TC 0.80 Vert(LL) 0.19 10-11 >694 240 MT20 244/190 -CDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.23 10-11 >563 180 3CLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 9 n/a n/a 3CDL 10.0 Code FBC2020frP12014 Matrix-S Weight: 59 lb FT = 4% .UMBER - OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 VEBS 2x4 SP No.3 3RACING- -OP CHORD Structural wood sheathing directly applied or 6-0-0 oc lurlins. 30T CHORD Ugid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. ZEACTIONS. (lb/size) 2 = 856/0-8-0 (min.0-1-8) 1 = 856/0-8-0 (min.0-1-8) Aax Horz 2 = 83(LC 10) Aax Uplift 2 = -376(LC 6) 1 = -383(LC 7) Aax Grav 2 = 856(LC 1) I = 856(LC 1) °ORCES. (lb) -Maximum Compression/Maximum 'OP CHORD -2 = -3/0 2-3 =-354/83 I-4 =-498/292 4-5 =-397/336 4 =-4981292 6-7 =-354/84 '-8 = -3/0 IOT CHORD !-12 =-67/352 11-12 =-76/352 0-11 =-721350 9-10 =-72/352 '-9 =-721352 VEBS -12 =-551/781 4-11 =-91/140 �-10 =-91/140 6-9 =-5511781 TOTES- ) Unbalanced roof live loads have been considerefl for its design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2E)-0-1,-7 to 4-4-9, Exterior(2R) 4-4-9 to 11-1-7, Exterior(2E)11-1-7 to 15-7-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin =19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 376 lb uplift at joint 12 and 383 lb uplift at joint 9. ,'00111111/� VI/ NNN�ti``U. BL4 ;el Q`�� �.�GEIVSF �JoO P 76051 r 1 o ; STATE OF �;A: I'DG�\ lIIIII 71 4699 IN4 Hip Girder 3z4 = rmo 12 NOP2X STP= 1x4 II 5-0-0 04 13 3x4 = :0 s Feb 2 2022 Print: 8.520 s Feb 2 2022 MiTek Industries, Inc. Fri Feb 24 17:00:07 2023 Page 1 I D: RrxO3Am5KN4BmBGtODVkOGzhypa-HEHuol ORu726cDNACxOnvUMz8DUcefThOynAPkzhtaM 12 W II 11 3x4 = KIMIS NOP2x STP= 1x4 II 3z4 = .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP "CLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(LL) 0,08 12 >999 240 MT20 2441191 "CDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) 0.08 12 >999 180 3CLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) -0.01 10 n/a n/a 3CDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 67 lb FT = 4% .UMBER - OP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 NEBS 2x4 SP No.3 3RACING- OP CHORD Structural wood sheathing directly applied or 6-0-0 oc )udins. 30T CHORD tigid ceiling directly applied or 6-0-0 oc bracing. cross bracing be installed during truss erection, in ZEACTIONS. (lb/size) 4 = 585/0-8-0 (min. 0-1-8) 0 = 585/0-8-0 (min. 0-1-8) Aax Horz 4 = 62(LC 8) Aax Uplift 4 = -782(LC 4) 0 = -788(LC 5) Aax Grav 4 = 594(LC 43) 0 = 592(LC 20) 'ORCES. (Ib) -Maximum Compression/Maximum "OP CHORD -2 = -3/0 2-3 =-185/299 1-4 =-4361744 4-15 =-3691713 ;-15 =-358/713 5-16 =-358/714 1-16 =-3591714 6-7 =-438f741 '-8 =-196/299 8-9 = -3/0 30T CHORD !-14 =-218/185 13-14 =-218/18P 3-17 =-6061423 12-17 =-606/423 2-18 =-606/423 11-18 =-606/423 0-11 =-218/191 8-10 =-218/1dl VEBS :-14 =-571/787 3-13 =-842/553 • 13 =-214/42 5-12 =-187/8b i-11 =-214144 7-11 =-853/d43 '-10 =-5711795 1 WEBS 3-14 =-571/787 3-13 =-842/553 4-13 =-214/42 5-12 =-187/88 6-11 =-214/44 7-11 =-853/543 7-10 =-5711795 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Lrmin = 19.0 psf 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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 782 lb uplift at joint 14 and 788 lb uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 192 lb up at 5-0-0, 33 lb down and 68 lb up at 7-0-12, and 33 lb down and 68 lb up at 8-5-4, and 172 lb down and 192 lb up at 10-6-0 on top chord, and 94 lb down and 375 lb up at 5-0-0, 81 lb up at 7-0-12, and 81 lb up at 8-5-4, and 94 lb down and 375 lb up at 10-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-90, 4-6=-90, 6-8=-90, 8-9=-30, 2-8=-20 Concentrated Loads (lb) Vert: 4=65(B) 6=65(B) 13=185(B) 11=185(B) 17=21(B) 18=21(B) 72 :�b Truss Truss Type Qty Ply 4696 PB1 VALLEY 1 1 Job Reference (optional) :rn,fham Tnsa Cn Fnrt Pierre FI 3dA51I Run• A.520 s Feh 2 2n22 Print A.520 s Feb 2 2022 MiTek Industries. Inc. Fri Feb 24 17:00:13 2023 Paae 1 5.00 12 Sx4 = I D:RrxO3Am5KN4BmBGtODVkOGzhypa-5Oe925TCTzpGL8gJYBVB91csVeUG2QfznuEUcOzhtaG 5-5-4 1 7-0.0 T2 B1 .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud CLL 33 0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) n/a - n/a 999 'CDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) n/a - n/a 999 3CLL 0.0 " Rep Stress Incr YES I WB 0.00 Horz(CT) ' -0.01 4 n/a n/a 3CDL 10.0 Code FBC2020/TP12014 Matrix-R .UMBER - 'OP CHORD 2x4 SP No.3 30T CHORD 2x4 SP No.3 3RACING- -OP CHORD 3tructural wood sheathing directly applied or 2-2-0 oc ouriins. 30T CHORD tigid ceiling directly applied or 5-10-7 oc bracing. cross bracing be installed during truss erection, in tEACTIONS. (lb/size) 305/7-0-2 (min.0-1-8) 30517-0-2 (min.0-1-8) Aax Horz 9(LC 14) Aax Uplift _-123(LC 7) _-123(LC 6) Aax Grav 305(LC 1) 305(LC 1) °ORCES. (Ib) - Maximum Compression/Maximum Tensio 'OP CHORD -2 =-719/1010 2-3 =-694/973 4 =-719/1010 IOT CHORD -4 =-915/671 TOTES- ) Unbalanced roof live loads have been considered for its design. I :) Wind: ASCE 7-16; Vult=170mph (3-second gyst) lasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. ; Exp D; Encl., GCpi=0.18; MWFRS (envelope)' and C-C :xtedor(2E) 0-8-12 to 1-6-12, Exterior(2R)1-642 to 5-54, ixterior(2E) 5-5-4 to 6-34 zone;C-C for members and )rces & MWFRS for reactions shown; Lumber DOL=1.60 late grip DOL=1.60 Lrmin = 19.0 psf I 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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 123 lb uplift at joint 1 and 123 lb uplift at joint 4. SA = I` 2x6 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 4% 61P 76051 ' STATE OF ; ir- z i -O [/J �. T'ti Q RI �� N 73 b Truss Truss Type Qty Ply .696" VM3 Valley I 2 1 Job Reference o tional 1-- 1— Gri Gnh 9d 47•nn•1d 9n9A Pan. 1 DADING(psf) SPACING- 2-0-0 ^LL 30.0 Plate Grip DOL 1.33 ^DL 15.0 Lumber DOL 1.33 CLL 0.0 ' Rep Stress Incr YES CDL 10.0 Code FBC2020ITP12014 UMBER - DP CHORD 2x4 SP No.3 OT CHORD 2x4 SP No.3 IEBS 2x4 SP No.3 RACING - DP CHORD tructural wood sheathing directly applied or 3-0-0 oc irlins, except end verticals. OT CHORD igid 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. EACTIONS. (Ib/size) 117/3-0-0 (min.0-1-8) 117/3-0-0 (min.0-1-8) ax Horz 62(LC 10) ax Uplift _ -40(LC 10) -66(LC 10) ax Grav 117(LC 1) 117(LC 1) DRCES. (lb) - Maximum Compression/Maximum Tension DP CHORD •2 = -87/44 2-3 =-120/207 OT CHORD 3 = 010 OTES- Wind: ASCE 7-16; Vult=170mph (3-second gust) asd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=18ft; Cat. Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Kterior(2E) zone;C-C for members and forces & MWFRS r reactions shown; Lumber DOL=1.60 plate grip OL=1.60 Lrmin = 19.0 psf • Building Designer / Project engineer responsible for !rifying applied roof live load shown covers rain loading quirements specific to the use of this truss component. Gable requires continuous bottom chord bearing. 1 ID:RrxO3Am5KN4BmBGtODVkOGzhypa-ZaCXGRUgEGx7ylPW6v1 Qhy8AQ2xmtuj7Y_l8gzhtaF 3-0-0 i q-n-n 5.00 12 B1 1.5z4 II 3 W1 3-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.31 Vert(LL) n/a - n/a 999 MT20 244/190 SC 0.08 Vert(CT) n/a - n/a 999 WB 0.00 Horz(CT) 0.00 n/a n/a Matrix-P Weight: 9 lb FT = 4% 4)IThis truss has been designed for a 10.0 psf bottom c ord live load nonconcurrent with any other live loads. 5)J' This truss has been designed for a live load of 2 .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 lb aring plate capable of withstanding 40 lb uplift at joint 1 and 66 lb uplift at joint 3. 1`\\�,/f/� P 76051 STATE OF j�040F0 �G�� f F IIII 74