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HomeMy WebLinkAboutTRUSSf ' SOUTHERN TRUSS COMPANIES, INC. Q U T H E R N RANDY@SOUTHERI\TTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 i � Q M PA N � E S (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: � II Project Name and Address: Oakland Lake Occupancy: X Single -Family Lot: 27 Block: County: Saint Lucie Multi -Family Truss Company: Southern Truss Companies, Inc. Commercial Truss Er igineering Program: Mitek Engineering Plates B : Mitek Plates ��s�N�qED ContracTr / Builder: Ryan Homes BY Model: 1833 Elevation: B Options: Lanai r?na aat STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Flo Ada Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the folio ing provision: ROOF FLOOR Design c ' Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. eria: ASCE 7-10: 160 MPH Top chord dead load:_7_P.S.F. Top chord dead load: --- P.S.F. Engineer: M. Bleakly Bottom chord live load: P.S.F. Bottom chord live load: --- P.S.F. Address: IIIBrian 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. 11 FortPierce, FL. 34951 Duration factor: 1.25 Duration factor: --- Mean height: 15' Exposure: C *10.0 P.S.F. bottorn�chord live load nonconcurrent Aith any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. T ° ss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 C3G 41 61 81 96 2 A10 22 06 42 62 82 97 3 AIJQ 23 08 43 63 83 98 4 A2 24 DIE 44 64 84 99 5 A3 25 D2 45 1 65 85 100 6 A3A IJ 76 J2 46 66 86 101 7 A4 27 J4 47 67 87 102 8 A4A 28 J6 48 68 88 103 9 A5 29 J8 49 69 89 104 10 A5A 30 V12 50 1 70 90 105 11 A6 31 V16 51 71 91 106 12 A6A 32 V 19 52 72 92 107 13 A7 f 33 V3 53 73 93 108 14 A7A 34 V4 54 74 94 109 15 A8 35 V5 55 75 95 110 16 A9G 36 V7 56 76 37 V8 57 77 38 V9 58 78 ~ 39 59 79 J 40 60' 80 by my seal, I hearby certify that the above information 17 BIG 18 132E 19 C1 20 C2 As witness is true and correct to the best of my knowledge and belief. Name: Bi an M. Bleakly Lie. ##76051 .� � L FILE COPY TYPICAL DETAIL C COR.NER. -- HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. (Z) J 132.51 UP TO 265r = 2-16d NAILS REQ'0. per Nail (D.O.LFactor=1.00) nds tc e nails only have 0.83 of © UP To 394f = 3-16d NAILS REQ'D. lateral Resistance Value. 7.5 OVER I 12 I � QA �� J1 A : — �� ii ii u n n n n J3 - OO A O O _-' _,_ J5 c ,. L 2-16d ` ON 7-0-0 �� toe nail &. BC. HIP GIRDER i ,TC ; H7 (HIP GIRDER) A OAA A Owl `. 12 , ov DR -' Typical jack 45' — ----- Le use 3-16d\ O attachment toe nail 0 TCtll TYPICAL CORNER LAYOUT & 2-16d @,_BC;. COIRIiER 9-9-5 JACK GIRDER , � r r ` r r Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK ii—ib TO HIP JACK GIRDER TC — — — — —— — 2-16dnails — — — — — BC — — — — — — — 2-16d nails — — — — — J5 T1 HIP JACK GIRDER--- TC - - - - - -- 2-16dnails -- BC ------ - 2-16dnails -- --- J7 TIT HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC ------- 2-16dnails ----- III HIP ACK GIRDER (CJ7) TO HIP GIRDER TC -- - - -- - 3-16dnailsBC ----- - - - - - - - 2-16d nails - MINIMUM GRADE OF LUMBER LOADING (PSF) SM INCR : DOX T.C. 2x4 SYP $2 L p FBC2017 B.C. 2x4 SYP 2 TOP 20 BOTiDM 00 WEBS 2x4 SYP NoZ 10 SPACING 24- O.C. SOUTHERN TRUSS Fort t Pierce Division 2590 N. Kings Highway, /� O M PAID I E S (800)232-01509 erce(772)464 - 4160 Fox:(772)318-0016 Brian _ Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 11 TYPICAL. DETAIL. @ CORNER - HIP NOTE:' NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. A UP To O 132. 265 = 2-16d NAILS. REQ'D. per Nail (D.O.L.Factor=1.25) nds a nails only have 0.83 of © UP TO 394f = 3-16d NAILS REQ'D. laterd Resistance Value. II 05 r-12— & I BOA BOA �� �Q J1 A A A I 0I m u ii ii ii J3 __ l "Acvs I �� O O A O O O __-""""" use 2-16d H5 (HIP GIRDER) `. 5-0-0 toe nail ® ; ' HI GIRDER VC & BC. lJ f O ! \ 12 5VER & F b Typical jack 45' - - -----'c-- attachment �\ use 3-16d. ` \toe OA nail ®.Te-, TYPICAL CORNER LAYOUT & 2-16d Qe_BC;, CO 7-0-14 NER JACK GIRDER \ �I r Typical�Hip-jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1- 3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - - - 2-16d nails - - - J5 HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - -- -- 2-16dnails -- -- - TC - ------ 3-16dnails -- --- BC ------- 2-16dnails ----- HIP ACK GIRDER (CJ5) TO HIP GIRDER TC - - - - 3-16d nails - - - - - BC ------- 2-16dnails -- -- MINIMUM GRADE OF LUMBER LOADING SfR. INCR.: 25% T.C. 2x4 SYP 2 L O FBC2017 B.C. - 2x4 SYP 2 TOP 20 WEBS BOTTOM 00 2x4 SYP No.3 10 SPACING 24' O.C. `SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Hi3ghway, Fort P, FL O PQ N I E S (800)232 O1509 (772)464 - 4160 http://wwwsouthemtrus&com Fox: (772) 318-0016 Brian f Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 / E m cc 112 Mount Hanger Charts MiTeW Joist Si USP Stock No. Ref, No. Steel Gauge Dimensions fin)Fastener Schedulem Header. Joist MiN W ` H D A Max Nail U Neil DF/SP ' Allowable Loads (Lhi ) o w . Code Ref. Hour Roof Upritt' tOD•� tY5°� 125% 160°�' JL24 LLJ24 20 (1 9l16 3 E{ [ 1-1/2 {!!{{t 106 { _ I 4 10d j 2 1 10d x 1-1/2 470 540 580 j 320 s 5, 640 ' 695 32.0 R5, F2 4 i 16d ( 2 10d x 1-112 j 560 JL241F-TZ — ( 18 1-9116I 3-118 1-1/2 ( t I _ s — I ( 4 1 Dd HDG I 2 ( 10d x 1-1/2 HDG 455 . 535 i 580 ; 280 31, RI, j 615 i .615 t 280 F32 ( 4 1 16d HDG j 2 1 1 ad x 1-1/2 HDG 550 2x4 JUS24 I LLIS24 ( 1B 1-9/16 3-1/8 11-3141 1 1 — 1 4 1 10d I 2 I 10d 675 1 775 ; 835 1 510 JI I SUH24 ( U24 I I 16 1-9116) 3-1/4 ( 12 1 1-31161 — 4 10d 2( 10d x 1-1/2 500 _ 560 ; 605 i 380 i 665 ; 720 386 ! 5, 4 ( 16d I 2 1 10d x1-1/2 •590 i 1 ! HD26 Ilj JL26 1 t 1 t HU26 LU26 I 14 i 20 1-9/16 11-9/16j 3-1/2 3 1/2 4-3/4 t 1 4 2-112+ 1-112 1 Min 1-118 k Max4 15/16 - — ( 6 -1. 2 76d 10d x 1-1/2 " 10d 4 f tOd x 1-112 615 1 695 ; 745.; 30 R5, { 695 j 745: 595 ; F2 i 805 j 870 650 j , 960 , 10451 650 615 1710 ¢ 6 16d 4 j 10d x 1-1X2: - 840 JL261F-TZ I LUC26Z 18 (.. ; 1-9/161 4-112 I t 1=1/2 ; i 6 6 1Dd HDG ' 4 { 10d x 1-12 HDG , 16d HDG ; 4 10dx 1-1/2 HDG ! 695 i 800 j 870 1 730, 31, R1, i 830 950 i 1035 730 , 1 F32 1 JUS26 j .LUS26 j 18 I 1-9/16:j 4-13116 j 1-3/4 , 1 i — r 4 { 10d ! 4. ; TDd 870 ; 1DD0 11080 1 1115 S, R5, F2 M_ US26, .'I MUS26 '; 18 ' j 1-9/16j 51/16 ! 2 .1. 1 j "— 6- 1 10d ;' 6 j 10d j 1285 1 1475 j 16051 865 I 31, R1, F32 2 x fi' . SUH26 U2fi . i 16 1-9/16 5-7/8 2. _ 1-3/16 1 (' 6 j 10d i 4 j' 10d x 1-1/2 '; 750 1 840' 1 910 1 755 .( i 1 BBD , 1000110801 755 1 6 r 16d 4 1 1Ddx1-1/2 HUS26 HUS26 16 r1-5/8 15-7/16 1 3 2 — ! 14 1 16d 6 1{ led i 27601 3140 i 3345'1 1925 HD26 HU26 I. 14 '1 9l16� 3 7/2 21/2I 1 1-1/8 , Min Max j 4 1 _' _ 16d ' 2 10dx1-1/2`i i 4 : 615! 695 ; 745: 365. I i 5, ! 615 ! 695 1 745 i 595 1 R5, 1 HD28 I HUZS' ( 14 1 ( 1-9/16 ` 5 174 2 1/21 I Min 1-1/8 ^— Max 8 4 16d 10d x 1-1/2 1230 1 13901 149D j 780 . ( ( F2 ' 1230 ? 13M ? 1490 825 JL26 LU26 20 1-9M6 4-3/4 1-1/2 I I _ 15/16 i 1 ( 6 ( 10d 1 4 10d x 1-1/2 ( 710 i 805 ; 870 •( 650 j BO • i 960 1 1045 1 650 ; r 6 1 16d 1 4 i 10d x 1-1/2 JL261F-TZ k I LUC26Z IIII 18 1 9/16l 4-1/2 ( 1-1/2 ! 6 ( 10d HDG 1 4 1 10d x 1-1/2 HDG 695 800 1 870 ; 730 ` i 31, Rt, 830 950 ( 1035 i 730 1 F32 6 16d HDG j 4 ! 10d x 1-1/2 HDG JL28 LU28 20 1 9/16 6 3/8 1-1/2 15/16 — "j10d 1 6 1 10d x 1-1/2 11801 12951 12951 855 1 14001 1800 1740 1 855 1 1 5, R5, F2 10 16d 1 6 ! 10d x 1-1/2 JL281F-TZ — 18 1-9/16 6-1/8 1-1/2 — _ 8 1Dd HDG 1 4 1 10d x 1-1/2 HDG 930 ; 1065 ! 1160 1 -730. 31, R1, 1.1105 r 12151 12151 730 F32 870 1 1000 1 1080 I' 1115 � " 5, R5, F2 8 ( 16d HDG i 4 1 10d x 1-1/2 HDG JUS26 L11S26 18 1-9/16 4-13116 1-3/4 1 — 4 10d ( 4 j 10d JUS28 LUS28 18 1 1-M6 6-5/8 1-3/4 1 1' — 6 10d I 4 ( 10d 1110 r 1270 11375 1 1115 . 14 MUS26 MLIS26 18 1-SM6 5-1/16 2 1 — 6 10d 1 6 j 10d 128511475 1 16D5 1 865 1 1 31, Rt, 2 x 8 MUS28 MLIS28 ( 18 11-WI6 7-VI6 1 2 1 1— 8 1ad ( 8 10d 1710 j 1970 j 2140 1230 1 1 F32 SUH26 U26 I 16 1-9/16 5-1/8 2 1-3116 — 6( 10d ( 4 1 10d x 1-1/2 750 1 840 .1 910 1 755 1 i 6 16d 1 4 1 10dx1-1/2 BB011000110M 755 SUH28 — ifi 1-9/16 6-5/8 2 1-3116 — 8 10d 1 6 1 10d x 1-12 1000 j 1120 1 1210 1 800 j 8 16d 6 1 10dx1-1/2 1175! 1335{ 14401, 800 HUS26 HUS28 HUS26 HUS28 I 16 1 16 1-5/8 1-518 5-7/16 7-3/16 3 3 2 — 2 — 14 22 16d ( 6 16d 8 1 16d 1sd 276013140133451 1925 1 41701 4345 j 4345 1 2570 ' 5, R HD28 HU28 14 1-9/16 5-7/4 2-7/2 1-118 Min Max 8 4 16d 6 10dx 1230 j 13961490 1 780.1-1/2 ( 1, 1230 11390 11490 1 825 HD210 , HU210 .I 14 1-9/16 7-3/16 2-1/2 1-7l8 Min i Max 10 16d 4 i0dz1-1/215401.1735118651 780 1 , ( 14 1 2155 12430 1 2610 1 1170 - 1)UP roads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) maybe used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUE, MUS slard nail hangers. 3) For J HUS, and MUS hangers: Nails must be driven at a 30° to 45 angle through the joist or truss into the header to achieve the table loads 4) , x 1-1/2° nails are 0.148" dia x 1-1/2° long, 10d nabs are 0.148" dia x 3" long, 16d nailsare 0.162" dUL x 3-1/2° long. New pri ducts or updated product information are designated in blue font Corrosi n Finish ®Stainless Steel ''ITRGold Coat ri;o.HDG ■Triple Znc -PIV;LF YY A 5b D +� W Continued on next page It 114 Mount Hanger Charts MiTek'* Joist Si• a USP Stock No. JUS24-2 Ref. No. 1 WS24-2 Steel Gauge i 18 Dimensions fin) FaslenerSchedule2l"15 OF/Sp a Allowable Loads (Lbs.) e o C H Code o � Ref. MW Max. -{ Header Joist W 1 3-1/8 H D A 3-7/16 j 2 1 1 4_ Nail j 16d Nair. { 2 i 16d FloodRo oor lf Uplift 10D°� j 805- 115% 125°� 160°� { 920 1 965 'j 325 2 SUH24-2 U24-2 16 : 13-1/8 IIII j 3-1/8 2 till i 6 ! 10d { 2 10d 750 840 1 910 380 1000 1080 380 } 6 1 16d 2 10d { 880 (2) x i HD24-2 HU24-2 1 14 3-1/8 1 3-1/2 1 2-1/2€1-1/81 -1 4 1 16d 2 { 10d J 615 1 695 } 745 ' 395 1 ! HUS24-2 i - ; 14 3-1/8 1 3-7/16 1 2 i 1{-{ 4 i 16d 2{ 16d 1 850 1 965 1D40 i 495 i HUS24-21F { - j 14 3-1/8 ; 3-7/16 1 2 { 1 { - { 4 1 16d 2 1 16d 1 850 1 965 110401 495 1 JUS26 2- - Lll52fi 2 18'" i-3 T18"' 'S 1/4 2 i 1 - I "4I 16d' 4 - ( 16d'' 1040 ; 11651 1220 i 1355 i SUH26-2 16 3-1/8 5-1/16 : 2 r1:-1/8 - 10 . 10d I' 4 10d i 1250 14051 1515 ! 755 1 i 10 i 16d ; 4 1 10d-1 1470 ; 16761 1800 1 755 1 j HD24-2 HU24-2 14 3-1/8 3-1/2 2-1/21-1/81 - 4{ 16d 1 2; 10d 1 615 1 695 1 745 1 385 j {2) 2x G 1 HUS26-2 1 HUS26-2 14 1 3-1/8 j 5-114 2 . 1 i-+ 4 !. 16d ! 4. 16d 1108511235 13001 1155 j HUS26-21F 1 HUSC26.2 i 14 1 3-118 5-1/4 2? 1 1- 1 4 1. 16d 14': 16d i 1085 ! 1235 i 1300-(, 1-155 i { I HD26-2 _ 4,HU26-2 { ! ( 14 i ; ; 3-1/8 ( 5-1/4 2-1/2!1-1/8-----�, - Min Max r 8 1 12 16d i t 4- i ;,1Qd 6 i 1230 1850 + 1390 a 1490 t 780 1 20851 2235 1 1170 { 1 3 HD26-21F i HUC26-2 -�{ { 14 3-1/8 5-1/4 i 2-1/2 - ;Max Min j 8 { 12 {' 16d 1 4 ` lad i 6. ' 1 1230) i 1850 13901 1490 j 78D { 20M 1 22351 1170 1 1 JUS26-2 WS26-2- { 18 1 3-1/8 { 5-1/4 i 2 i 1 1 - { 4 16d 4 { 16d 1 1040111851 12201 1355- ^ - i JUS28-2 1 LUS28-2 18 j 3-1/8 1 7-1/8 1 2 1 1 1-{ 6 1 16d 1 4 1 16d 13251 15101 1645 j 1355 3 SUH26 2 U26-2 ( 16 3-1/8 1 r 5-1/16 2 i 1-1/8 ' _ I ! 10 10d 4 10d 12501 1405 E 15151 755 10 16d 4 1 10d 1470 11670 1 180D 1 755 i SUH28-2 + - 16 13-1/8 6-1/4 i 2 I 1-1/8� 1111 _ 12 10d 1 4 i 10d 15D0 16851 18151 755 1 1 12 16d 4 10d 176511915119151 755 1 HUS26-2 HUS26-2 I 14 j 3-1/8 { 5-1/4 1 2! 1 - 4 16d 4 16d 1 1085 1 1235 ; 13001 1155 1 i HUS26-21F 1 HUSC26-2 I 14 3-1/8 1 5-1/4 1 2 1 1 - 4 16d 4 16d 1 1085 1235.( 1300 1 1155 1 (2) 2 x- 1 HUS28-2 1 HUS28-2 14 1 3-1/8 { 7-1/8 1 2 1 1 - 6 16d 6 16d 1625 1850 ! 1995 1810 1 i HUS28-21F I HUSC28-2 { 14 3-1/8 j 7-1/8 { 2 j 1 - 6 16d 6 1 16d 16251 1850 19951 1810 5, i HD26 2 HU26-2 y ` 14 f i 13 1/8 ( I 5-1/4 2-1/2 { 1-1/8 III - 8 16d 4 10d 6 , 12301 13901 1490 j -780. lit R5, F2 1 Max 12 185612085. 22351 1170 HD26-21F 1 HUC26-2 ( ff I 14 I 3-1/8 5-1/4 { 2-1/2I 1 _ Min 8 ( 16d 4 { 10d 6 I 1230 (1390{ 14901 .780 I_; Max 12 I 1 :12085 1 22351 1170 1 r HD28-2 HU28-2 14 3-1/8 7-1J8 2-1/2 11-1/8 1 Min Max 1 10 14 16d 4 10d 6 1 1540 2155 1 1735 18651 780 i 2430'1 26101 11711 1 { 1 I 'HD28-2fF HUC28-2 � 14 3-1/8 7-1/8 t 2-1/2 - Min ( 10 ( 16d ri 4 10d 6 1540 { 17351865 780 1 1 0.r Max 14 215512430 -26101 1170 JUS282 1.LUS28-2- - 1 18 3.-1/8 j. 7-1/8 2 1 1 - 6 j 16d 4. 16d .1325 151011645 1 1355 JUS210-2 { LlJS210-2 l 18 } 3-1/8 1 9-1/8 ; 2 ; 1 { - 8 i 16d 6 „j:16d.11845-12105122901 1980 f SUH28-2 - r 16 3-1/8 i 6-1/4 2 }1-1/8 - I -12 :. "1 Dd 4 ; { _ 10d i 1500 1685 , 1815 755 I 12 16d ' 4 .10d 1 1765. 1915 ; 19151 755 i I SUH210-2 . 021072 j 16 3-1/8 ! 6 9/16 y 2 .:. t i - 1 16 j 10d 1 6 :1 .-10d j 20001 2245) 2420 1135 . 16 1 16d 6,. 10d 1 2350 2670 28861 1135 HUS28-2 I.HUS28-2 14 '1 3-1/8 i 7-1%8 .1 2 ,. 1 1 6 16d 6 1 16d -1 152511850 19951 1810' 1 HUS28-21F 1 HUSC28-2 1, .14 1. 3-1/8 1 7-1/8 1 -2 6 1 16d . 6' 1 ` 16d 1 16251 1850 1995 •1810 1 .(2) 2 x 1 HD28-2 HU28-2 1 14 3-1/8 7,-1/8 { 2 1/211-18 1 _ Mn Max 10 . 14 j 16d 1 4 10d_ 6 1 1 154D 17351 1865 780 { 21551 24301 26101 1170 H628-21F HUC28-2 I i t 14 �. I 3-1/8 7-1/8 2 1/2 ' .: Min Max 14 16d 10d 6- _ - 1540 1735 180 780 2155 24M 2-lo - ilia . HUS21 D-2 i HUS210-2 . { '14 1 3-1 /8 ' -. 9-1 /B 1 2 1 = - 8 1- 16d 8:.-.! 16d.-I.2170 2465.1 26601 2210 j HUS210 21F :> 1 HUSC210-2.1 -14., I _'9-1 /8 f _ 9-1/8 I 2 .,' 1 1 - " 1 8- 1'_ 16d `. 8: { 16d' 2170 2465 2660 . 2210 HD210-2 i HU21p-2 14 3 1/8 ( 9 1 2 1/2 i 1-1/8 Min Max 1 14 .20 16d 6.1 10d: 2155 30M 24M 2610 1170.1 3475'. 3725, 1950 j 10-' = HD2W21 HUC27D 2 n 14 31/8 9 :' 2 1!2 a i m M 74 16d 6 10d' 10 : :2155 2430 2610 ilia 1. 1. Mai 20 3080' 3475 37251 195a . .:NDQ210 21F.: `::. AAJW210 2 :..14 1. 3-1/4 1 . 9:.'.)1-1/2 = ,..;.:12 1NS3 '=6. 1 1NS3 ; 5015 1559015590 1 .2975 1 1131,111.1`321 11 uplift wads nave Dean increased 6u% Tor wino or seismic loads; no further increase shag be permitted. 2)16d si ° (0.148 dia. x 3-114" long) may be used at 0.84 of ttte fable load where 16d commons are specified. This does not applyto JUS, HUS, MUS slant nag hangers. 3) For and HUS hangers Nails must be driven at a 301 to 45 angle through the joist or truss into the header to achieve the table loads. r. -301 A 4) WS3 V ood Screws are 1/4' x 3" long and are included with HDQ hangers., 5) NAIISfl 10d nails are 0.148" dia. x 3" long, 16d are 0.162" dia. x 3-1/2" long. u New pro luck or updated product information are designated in blue font Corrosio Fnish ®Stainless Steel �F--'Gold Coat GHDG ®Triple Zinc Continued on next page a ' 'll Fri= :hers Rce Mount Hanger Charts MiTeK Jn st Size USP Stock No, Steel Ref. No. Gauge Dimensions(n) FastenerSchedulew. Header Joist DF/SP Allowable Loads 0 o Gode . ' Ref. W H D � M#N; A Max Nail RtY Nail' Fbor Roof Uplifts 1D0% 115% 125% i6D°A S fi SUH314 # (U314 1 16 2-9/16.I 10-9/16!# i 2 i ; 1 6 #, 10d x 1-12 18 10d 1-1/B( — 8 I 16d 6 10d x 1-1/2 1 1( ( '( ; { 2250 1 2525 2725 1135 26451 30DD ; 3010 i 1135 HD314 HU314 14 # 2-9/16! 11-51161 p 2-1/2 1-1/8 i Min 16 16d'8-110d x 1-112 { ;Max 24 12 # (2465 t 278(I 1296D ; 1280 ( 35M ( 4170 j 4435 2D45 3 16 1 HD3141F ` HUC314 14 2-9/16 . 11-51161 2-1/2s Mini 16 i { 8 ', — s 16d 10d x 1-1/2 MaX ! 24 I # 12 # 1 24651 27811 2981 1280 1 36951 4170 144351 2D45 ; t ( ! i HD316 # HU316 14 I 2-RM6' 13-SM6 12-112 t i Mini 8 j (1-1/8 ; 16d ;--• 10d x 1-1/2 Max , 26 ;_ s 12 1 t 2770 (3125'* 3355 ( 1560 # t-- ; 40M ! 4435 s 4435 i 2D45 { i 3 i 14 t HD3161F (HUC316 2-SA 6 13-5A 6 I 1 ! 2-1 /2 _ !Mini 18 i 16d ( 6 # lad x 1-1/2 May j 2$ (-„-- 112 j ' z770 ' 3175 { 3355 { 1550 i 4005 i 4435 j 4-035' 2045 . y i (2);3x8. , HD38-2 HU38-2 14 5-1/8 ` 6-1/8 2112 Min { 10 ` 4 1 1/8` ' 16d 10d ;. Max E 14 ; 1,6 ! 154011735 1' 186578.0 2155 ;4M 2610 j 1170 { ) (2),3 x 10 4 ! HD382 HU38-2 14 ( � ? HD310-2 f HU310-2 1 14 5-1/8 6-1/8 ( 15-1/8 { 8 I 1 2-1/2 2-1/2 �# 1-1/8� 1-1/8' Mint 10 4 16d 10d (Max ( 14 1 6 1 Min 14 16d 611 10d ) Max ; 20 ! 10 I ! 1540 1735 ' 1865 'i 7a0 i 1 2155 124 2610 1 1170 j � 1243012610,1 117D i 3DW 13475 ( 3725 1625 1 { j2)3x12 l ( ! HD312-2 HU312-2 14 5-1/8 10 1. 2-1/2 i { 1-1/8' ( Mm k 76 1 g ( 16d E--, 10d 1. Max( 24 : 1 12 i s 2465 i 2780 j 29M i 1065 € s 3695 14170 ( 44702340 ; i (2),3 x 14 t HD312-2 ` HU312-2 14 iii i f 5-1/8 ' 10 t ( 2-12 s 1-1/8 Min ? 16 1 8 j ! 16d I— 10d s Max I 24 ( ( 12 t 2465 1 Z780 i 2980 ; 1065 € i 3695 4170 # 4470 ! 2340 JUS26-3 WS26-3 18 { 4-5/8 4 1/2 [ 2 j 1 i -- 4 ti 16d 4 ) 16d 7040 11195 1220 i 1355 I2 SUH26-3 i U2&3 16 , 4-5/8 5-1/4 ( 2 1 _I I i 8 . 8_; I 10d 1. 2. i 10d - 1000 j 11201 11651 380 j _16d j 2 . 10d { 1165 s 1165 ( 11651 380 (3) x 6 . j j HD26-3' HU2&3 14 . r 1 4-5/8 , 412 t 2-12 - 1-1/8 Mini 8 Max ( 12 1 ( 4 16d 16d I ( 6 i # 1230 j 13901 1490 ( 780 i 1 18501 2085 1 2235 1 1170 5, j HD26-31F - ! HUC26-3 14 j 14-5/8 ( 4-12 ;2-1/2s j ' _ !Min) 8 ( i 4 ; i 16d �--- lfld: i- 6 3 i 12301 1390 11490 ;• 780 R5, F2 k M� a '12 s j 185p 2085 (2Z35 ( 1170 S 1 JUS26-3 { LUS26-3 1 18 { 4-5/8 ( 4-1/2 { 2 1 1 ( — 1 4 ( 16d { 4 1 16d i 1040 11185 12201 1355 1 JUS28-3 1 WS28-3 18 4-5/8 6-3/8 ( 2 ' 1 ( — 1 6 ( 16d I 4 1 16d { 13251 1510 1 1645 1 1355 f4 SUH26-3 U26-3 16 4-5/8 C 5-1/4 2 III 1 —{ 8 .( # 8 10d 1 2 1 10d 1000111201 11651 380 1 380. 1 1 16d 1 2 1 lad 1 1165 111651 11651 2 8 HD26 3 HU26-3 1 14 4 5/8 14-1/2 I 2-12 1-1/8 Min 1 8 I Maxi 12 16d 4 ' 10d i 6 1 1 12301 1390 14901 780 1 1170 18501 20851 22351 (3) x I HD26-31F HUC26-3 14 4-5l8 4-1/2 2-12 — Min 8 1 E 1 16d ° 4 10d 1 6 f 1230 i 1390 1490 i 1 18501 2085 1 2235 ( 780 1170 € Max ( 12 H028-3 — 14 s 4-5/8 6-3/8 1 ! 2-1/2 ## 1-1/8 I Min ( 10 Max 1 14 ! 16d 4 1 10d ( 6 1 15401 1735 1 1865 21551 24301 2610'' 780 - 117Q ;) HD28-31F — 14 4-5/8 ( 6-3l8 2-12 — Min 1 10 { 4 1 16d 1 6 10d 154011735118651 780 1 1170 1 Max 1 14 j 215 i 2430 2610 1 JUS28-3 ` ; •' LUS28-3 F 18 1 4-5/8 '1 6-3/8 1 2 1 " 1 '=' - 6 { 16d: 1 ' 4 (' 16d: - 13251 1510 16451 1355 1 JUS21 D-3 . •1 LUSZ10-3 - 18 1 4-5/8.1 8-3/8 1 2 . 1 — 1 - 8 1 16d 6 -. 1 _ 16d'- - 1 11145 12105 2290 1980 . U SUH210-3 ! 14' .11 14 1 ( 10d 1 8 1 .10d - 1750 1065 21201 '1135 1135 1 '16d 1 - 6. `(", -10d- - 20501 2335 25201 HD28-3' — j 14 4-5/8 6-3M 2-12 1-4 Min .l 10 Max 1' 14 I 16d " 4 f` 1ad s 6 - 1540' 1735 1865:1 21551 2430 12610 { 78D ' 1170 .(3) 2 x 10 s HD28-31F 1 — 14 ( } -0 5/8 &311 2-1/2 Min , 10 4 ' 16d i 1ad 6 15401 1735 1865 780 1170'. Max 14 2155 2430 26101 HD210-3 HU210-3 14- �.: i 4-5/8 &1/4 2-12 11/8 �m l 14 16d 6 lad 10 �'� 243D 26101 1170 1 1950. Max 1 20 3080 1347513725 1 HD210-31F HUC210 3 . 1 14 ::. # .4-5/8 4 5/8 &114 2.1/2I I. _ M m 14 6 16d —� 10d s'1D # { 2155' 2430 2610 .1170 195D Max { 20 308p 3475:-3 725 1 HD021t131F ':) .H00021Q 3 j' 14 ; -4-5/8:1_ - 9 1: -3 - 1-1/2 =- -1- .12 1. WS3 {.�:_B _1 WS3.:' { 50151 5590 5590 { 2975 31, R1, F32 1) p6ft loads have been increased 60%for wind or seismic loads; no further increase shall be permitted. 2) 6d sinkers (0.148 d#a. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS siarrt nail hangers. 3) 1 P Wood Strews are 1/4" x 3" long and are included with HDO hangers. 4) 1 MA&- 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" d'ia. x 3-1/2" long. products or updated product information are designated In blue font co � on Finish ®Stainless Steel '`Gold Coat RHDG ®Triple Zrnc A 1� H � w W Continued on next page 117 r q z m s Mount Hanger Charts MiTek 0 J USP ; istSize : Stock No. Ref. No. Steel Gauge Dimensions [n} Fastener Schedule7- 4 .- DF/SP Header. Joist Allowable Loads (Lbs.) Floor Roof Uplift' M'n/ Max Qty Nail Qty Nail 100% 115% 125•A 16D% o - o _ 8 . Code Ref. W H :TA JUS46 { WS46 { 16 1 3-5/8 1 5 2 I 1 ( - { 4 16d 1 4 { 16d { 1D4011185 12201 1355 � SUH46 U46 16 1 1 3-9/16 1 ( 4-13/16 2 1 1-1/8 10 - 10 lad '; 4 lad i 1250 1 1405 i 1515 1 755 16d ) 4 1 lad < 1470 ; 167D 1800 1 755 i HUS46 HUS46 i 14 1 3-5/8 1 5 4 2 1 1 - 4 16d 1 4 1 16d 1 101151 1235 1300 j 1155 4 1 6 HUS461F HUSC46 14 13-5/8 1 5 1 2 i 1 - , 4 { 16d ( 4 16d 11 10851 1235 1300 f 1155 1 I i HD46 HU46 14 i { 3-9/161 i 5-1/16 2-1/211-1/8 Min 1 8 4 1 1 12301 13901 1490 t 780 - 16d led i 6 1 1 18501 2085 1 2235 r 1170- � Max 12 i 1 ( HD46IF HUC46 14 3-9/16111 I 1 5-tli6 2-1/2 Min 8 1 Maxi 12 I 1 4 1 1230113901 1490'.• 780- 16d t 6 I lad I185012085;J 1170 1 JUS46 LUS46 1 18 i 3-5/8 1 1 2 1 1— - 1 .4 1 16d' ;; 4 1� 16d ''' 1 10401 11851 1220 1 1355 g JUS48 _ ? LUS48 ' 18 3-5/8 _5_ 6 7/8 k 2 1 ! - 6 1_ 16d 4 16d 1 13251 1510 1645 i 1355 4 -- _ SUH46 U46 i, 16 l3-9116r _ �- 4-13/16 { . 2 . 1-1/8 i ; �__ 10 lad 1 4 1 lad . 1 12501 1405 1 1515'j 755 16d - 4 . 10d p 1'470 1 16701 18001 755 ( HUS46 HUS46 !' 14 _ 3-5/B i 5 1 2 1 1 i-. i 4 1 l6d i 4 1 16d 1 1085 1 1235 1 1300 i 1155 ' HUS4�6IF HUSC46 ; 14 ; 3-518 ( 5 i 2 I 1 i-{ 4 1 16d 1 4: 1 .16d i 10851 1235 1 13DO 1 1155 11 4'B �HUS48 I HUM) 14 1 HUS481F. 1 HUSC48 I 14 -1 1 HD46 i HU46 14 ! 3-5l8 ; 7 2 i 1 3-5/8 44 7 2 1 s 3-9/16 5-1116 1'2-1/21 1-1/8 _6 6�1 Minim 8 ` —i rmax 1 12 I 16d 16d ', i 16d i 16 1 16d 1 16251 1 B50 ! 19951 1810 6 1 16d 1 16251 1850 i 1995 1810 1 4 1 12301 1396 1 14901 780 lad 1- 6 1850'{ 2085 1 2235 i' 1170 . HD461F HUG46 t. 14 I l HD48 HU48 14 r i 3-9116i 5-1/16. 2-1/2' _ .1 { 1 i � 3-9/16,2-1/2 1-1/8 ,6-15/16 1 1 1 Min i 8 Max j 12 i Min. 10. ; i Maxi 14 ( l6d 1 I 16d 1 4 i 1Dd . 1 1230 (139(1 1490 i '780 5r 1 6[ 1 1850 12085 1 Z235 1 1170 .�I ! 4 1 154D 11735 i 1865'1 780 = lad 6 i 12155 24301 26]01.1170 1 5, R5, F2 1 ` 14 HD481F HUC48 .. 13-9/16` fi-15/1612-1/2' j = !., i _ 1 Min 10 Max 14 �� ' '76d 1154011735118651 780 1 4 1 lad �" f 2155 24301 26101 6'1.1170' JUS48 I LUS48 18 1 3-5/8 16-7/8 1 2 1 1 - 16 16d 4 1 16d 1 1325115101, 16451 1355 JUS410 WS4 00 1 18 1 3-5/8 B-7/8 1 2 1 1 - i 8 16d 1 6 1 16d 1 18451 21051 2290 19B0 f. 1 1 SUH410 L141D 16 ! � 13 9/16I 8 3/8 1 2 r 1-1/8 - 16 1 16 lad 1 6 1 lad 1 2000 1 2245 1 2420 i 1135 1 16d 6 1 1Dd 12350126711128B0; 1135 HUS48 i HUS48 1 14 1 3-5/8 1 7 1 2. 1 1 1- 1 6, 1 16d _1 16d 1 1625I 18501 6 19951 1810 HUS481F 1 HUSC48 I 14 3-5/8 7 1 2 1 1 - 6 16d 1 6 1 16d 1.1625 11850 1 1995 1 1810 { 4 H1148 HD48 1 4 14 3 9/16 I 6 15116 { 2-1/2it ! 1-1/8 i Min 10 Maxi 14 16d 4 11540 11735 1 lW5 1, 780 lad 6 1 2155 2430 125101 1170 4 10 t { j HD481F HUC48 tttt 7 14 I (3-9/16� 615/16 f 2-1/2 i - Min 1 10 1 16d 4 1 1150 17351_1865i 780 i— 10d II 6121551.2430 12610 1. 1170 Max 14 HLIS410 1 HUS410 1 14 1 3-5/81 8-7/8 2 1 1 - 8 1 16d B "�i1 16d 1 2170124651 26501 2210 i HUS4101F HUSC410 1 14 3-5/81 B-7/8 1 2 1 1 . --1 8 16d B 1 16d 12170124651 2650,1 22101 I HD410 I HU410 14 3-9/16 8-13/16 2-1/2 1-1/8 Min 1 14 16d 6 1 lad 2155' 2430 12610 1 1170 10 t 30M 1 3475 13725 1 1950 Max 1 20 HD4101F FHUCOW] 14 3 9/16 8-13/16 2-1/2 I - Min 14 t6d 6 10d 2155 2430 2610 1.' 1170 10 3080 3475 37251 1950 Max 20 HDQ4101F HUCQ410 1 14 3-9/16 9 3 1-1/2 1 - 1 12 1 WS3 6 1 WS3 1 5D15 1 559D 559D 1 2975 1 131, R1, F32 pfdt loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 6d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table bad where 16d commons are specified. This does not apply to JUS, HUS, MILS slant nail hangers. W Wood Screws are 1/4" x 3" long and are included with HDQ hangers. IAILS:1ad nails are 0.148" dia. x 3" long, l6d nails are 0.162" dia. x 3-1/2" long, r products or updated product irdonnaBon are designated in blue tout osion Finish ®Stainless Steel ZIEAGoldcoat F-;;HDG Wiriple Zinc 119 �a• 1 sz• � fb13f1 Naha dSd 94 01? MI 'IVIOl dSd 00 00 11 Do dSd 01 01 1a og dSd 91 Ol '10 OL .dSd OZ OZ 11 01 DU 6MIWM 1IV13a 1.NIOP diH -wHo do upµ 6upnp w0a algou0sau 41W equal N 004s rusml, I161V nNj RI ua P ON9dt ' RD Pebwq pI IIb4s h41 'sNWa d0` 041 al Apalp MllddI q 6upae4e au 21e0 ssoo-0 vaIIImd gwal pW 1q" o q p°uallal q Pawgrol pub peput oq al am MIMI 09 I*—`111 ZLL '(a �aNl Paax palbauuaa olbid lopw 6ulawq z3 Buploi�l '�aPua4 �I s�IWp Jug Oq-U -uA �Lb0a1 pub dloluawwb01ea4a Aowwng la —Mg, aaS sudlpaida awned: UOIE3IAI(� E ul "1p16aI eq Aaw 4o14K BgOalq )uauouue puo uaaow Qupnpp bblbulump pub aullddaI lualid al pailabu ednala sl ply bgamq uallam 6uWa6e1 ebµpa Ioualmgmd llaae 0I pauglnna sin e�abq 6ua0aia MwId 4albapgal eeaq uaa Junloolnuow blbid 'Je 4up semi la A6pas6dsu all lou q 6ula0Jq uollaej3 e3 1— 4 ! u -A = M '1V3LW:IA aN3 ants "1!dNo11d0 uaM OIIOH3 1110 �as \— II0196 WEauOvAu N 30164 1n3 30558 pa W •NMOM SV JnO 03HOW 110 3HVA139 3d AVPI WHO HOLLOd • a—ZI 0336X3 1014 9300 1HO13H wOMA 3k SV ONOI SV 1.11nd gd JIVA SNddB MOM Ga) •01JOH9 d01 3HL d0 3d0•IS 3Hl ON01V OJNASV3W SI MMYA NHL H1YJNNO d1 ESA3H1 JO OHOHO d01 3HL a 13VNa mad ONI3Vd$ Nnund 31U H1VI4.•310N(...) 'NOIS3d' 031V38 ,61133NION3 NO 0311103dS SY DNIOVdS nnNnd 90 n311 NI 03SA MUM A311VA AR No NDIM 03w3S ,GV31NIDN3 N0 03UIO3d5 3SIM11 UL0 SV NO 'no i2 1V SNfIUAd i NOIlYI`iV1AM SSn1LL A3MyA OL 1JOI11d d3I1ddV ONIMMS 031vd %3HOV11V J UpdOUd iKU& o3DVNa 3B 1SnW J36 =VA MUM SSnIIL .10 MOM) dO1 ' 0-31 03OX3 110H 1.VW 1HaI3H 1vaLW3A A311VA VIMMA a—,L NVHL VXV3N0 093M MMVA T�J �j NOd 3vaa A'IwnM 'ONlows IdV vem smnNINd00 HO 00 a 1V S INN 9 Z 6CI �O XOa PO H1JM o3H3V11V' 13IMB HO 390 aw 63IOsds 3vm a9 nIVA A 39 N1oN311 7loB '33Vdd— L trSl 1.'IddV 'NOISM 031M S11133NION3 NO MUIOUS 5931Nn =30 IVI Ell A Deai MIMI 'OMObdS Nf1WImq '0'0 J1 xv S3SS(1u ONLLNOddns . (**) xnW „o--,oz UJODdS XpW„0—,9 xD lea >�ru Own= w H30IM vo PT WOHd M0 • -JSd 9'r10 OL dNUh `NWN3O1S3lI '0 'dX3 'ONI011ne 03901ON3 IND13H NV3W —"Off— 'Ow NdYf' t �OOL� 01-L 30W '09d NOd d311VN-30Y S11WH We X „001.0) XOe pol M IHBA 'SsAILL ONIMOddnS )MA Ol. A3'11VA HOW HDAW Ga) (9NVAb0 N0 03HOLd) 'axe v Wows a3dd1v 3a AvW CWS. (k) .lallaq jo C# XU t&Z MgaM Jol"q Ja Z#/4# Ads NO NZ# dS M NO WCut Pa4O nae JmIIsq in Z#/Lj ddS Z# d1S 4ML pJo4O dal maxim d0 30VUo WnWINIW ;Kiso la lIl , - ---1� n chi •-- -- ., , „-,r,u,- mini nit=17. I=1 .25, EXPOSURE 9 G n a N111 QSPF J � Q HF o y. SP- N DFL SPF HF N 0 " SP DFL E v Q HF �E DFL 2 r arms l NO I '� Braoaa Group A SOUTHERN TRUSS COMPANIES W. GRVUPA 5 UUE— .- 1 Z STANDARD 2 3 STUD I3 STANI 0001i —LARCH 50 ER NE 3 sruD . sTvO STANDARD . STANaARD a 1 de B►r 1 I�,gBL.E 'rRUss VEWL NCI LIVE LOAD DEFLEO110N CRrMIA IS L,/Z40,, CONUPSNTINUOS NMiF TO DAIAAD GABLE ENO BuPPOR1;e LOAD FROM 4'-0^ DIMOOKERS WITH tz—O" DMHANO,OX 12" PLYWOOD OVERHAND. A , H EACH y BRACE WRH 10d NAILS. FOREN(1dd L' BRACE, SPACE NAILS AT C DO, n rr� FDR [2) 0^IN�9RAC2E51 PPAGE NAILS AETWEENT 3� OC. I 10" EN , zONES AND a" 00, BETWEEN ZONES. "L" BRACING MUST DE A MINIMUM OF BOX OF WEB IBER LENOTH. OAB 1UM AL P►AT6 SIXIM OA NO Sp DE ES$ 4•-0 1.14 OR 2" DREgTER TH4N 4B"'—D", BUT LESS THAN 11'— 2n4 OR TER N 11 —9 2.0,r4 PEAKFSPIJOE AND HEELRPLATES, 0 fl REFER TO OHART ABOVE FOR MAX WLE VEEMCAL LEIIWIII norcIn= l brvbd olar,net the pc One orrallnglblipy lrueaaw ote�cm1designer, loned toate manulucluror Deals profeeolaiml adrka ragardin erection bracing Is 10 le always required to pralenl toppling and dombwing during emellu l and permanent bracing xhlch may bo required In Fort Pierce Division apectflo applicallorna. Soo WI-111 5ammary. about Commentary and reaor(mman- Z5a0 N, Klnqu HI hway, dogma for handling, hotoging & brudng molal plole connooled need Irma VQ. MuMmun Total Load 00 P5F Fort Plarco, FL �4as Twee {o be articled and fsaloned hl ladened N a abalghl and lumb podlWn (BOO)Z32-09oa ((77z)40-41 ea p op p SPACING AT 24" O.C. Fa,u(77Z)3j0—sale whore he mad on The no diallan. Troialaholl bealmndlo NAhntrin chug cam dudng Top Chord 2x4 SYP #2 or better Boil Chord 2x4 SYP #2 or better Webs 20 SYP #3 or better, REFER To SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK VERTICALS AT 4' Or- MAX- ToNOMT 001TTODIREMOCYHORANSSPUCR9 E. MUST BE STAOOERED SO THAT ONE SPLICE ATTACH PURLINS TO TOP OF FLAT TOP CHORD. IF P107MOK IS SOLID LUMBER OR BOTTOM CHORD 19 OMITTED PURLINS MAY BE APPLIED BENEA THEE TOP CHORD OF SUPPMNO TRUSS. REFER To ENGINEER'S SEALED DESIGN FOR REQUIRED PURUN SPACING. THIS �D"ErrAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ;.&.=MPH WIND, 70' MEAN HOi ASCE 7-10 CLOSED BLDG. LOCATED ANYWHERE IN ROOF, 1 MI. FROM COAST CAT I, E%P C, WIND TO DLPD PSF, WIND DC DL PSF 140 MPH WIND. 30. MEAN HGT. FIE2010 ENCLOSED BLDG. LOCATED ANYWHERE IN ROOF WiND TO DL-8 PSF, WIND DC DLrb PSF. .9-9-yd? WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND SOX LENGTH OF WEB MEMBER. ATTACH WITH 8d NAILS AT 4" 0/C. x4 "r" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' OR BETTER ANDLENGTH [MEMBER.T 4" O%CWEB 16dBOY. ATTACH NAILS JOINT TYPE 30 34' 38' 1 52' A 2x4 2.5x4 2.50 30 D 4x6 5x6 50 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 *ATTACK PIGGYBACK WITH GNU1/2' CDX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0" O.C. MAX. SOUTHERN • � �.7V VY COMPArdms Fort Pleres Division 1S 160 W/ ca a^ rn T r-n �=—; Ereclion bracing h not the responsiblllty of tows designer, plate manufacturer nor Iruss fabricator, persona stealing trance ore cautioned to seek professional advice regarding erection bracing which Is always required to prevent toppling and dominoiog during erection; and permaneal bracing which may be required In spacHie sppPcafions. See 'SCSI—BI Summary sheet Commentary and recommen— doliarw IDr handling, Walling & bracing metal plate connected wood Ines (MI). Trusses are to be erected and fastened in fastened in a straight and pplumb position where no sheallt�g is lied dlreelly to the lop chards, Ihey shall be braced us spedged on Iha buss design. Trusses shall be handle with reasonable care during C Maxlmun Loading 55psf at 1.33 Duration Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE -DETAIL i ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS *** REQLHREDAT'1U3•POINTS OR I -BRACE IS'SPEQIFFED.' APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d 13" X 0.131") NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. • ' MAXIMUM WEB AXIAL FORCE = 250D ibs MAXIMUM WEB LENGTH;=.IZ-0" 2x4 MINIMUM WEB•SIZE? scAs BRACE MINIMUM WEB GRADE OF #3 Nails / Section Detail Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL i Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to cciivert T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattem T B j ce size Nail S¢e- Nail Spacing x4 or 1 x6 10d 8" o.c. 2x' or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length'of:T-Brace / I -Brace. (On Two-Ply's Nail to Both Plies) .. ' _ Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size1 2- 2x3'or 2x4 ix4 r) T Brace •1x4 (') I-Brc^ 2x6 1 x6 (r) T-Brace 2x6 I -Brace 2x8 12x8 T-Brace 2x81-Brace alternate osition Nails . Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 } 2x3 or 2x4 12x4 T-Brace 2x4 I -Brace r ; ; 2x6 2x6 T-Brace 2x6 I -Brace WEB t 2x8 2x8 T-Brace 2x8 I -Brace :T-BRACE Nails Section Detail rTT-Brace Web alternate position Nails I -Brace T Brace / I -Brace must be same species and grade (or better) as web member. (`} NOTE: If SP webs are used in the truss, Ix4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brat For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/! Brace L-BRACE DETAIL Nailing Pattern . L-Bra ° size Nail Si2fB . Nait Spacing 1 or B 10d V, D.C. 2x4, , or 8 16d 8" o.c. Note: Nail along entire length of L-Brace. •' (On Two-Ply's Nail to Both Plies): I vVFB I Nails ACING L-BRACE Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length: - NaiM � SecBon Detail II L-Brace I Web I . I i L-Brace, ust be same species grade (or better) as web member. • I I I I I I L-Brace Size for One-PIy Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4* 2x6 1 x6 *** 2x8 2x8 *'* — DIRECT SUBSTITUTION NOT APLICABI E 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 APLJCABL E Joo niss I fuss Type ty P y Plan 1933 .833+9-LN it _ Al COMMON ( 3 I Job Reference (optional) Southern Truss __. ..__ Fort Pierce. FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 2018 MTek Industries, Inc Thu Aug 16 13:26:59 2018 Page 1 Ijnpanies, II ID:ny4imnjpmNj8mTOZIUjjwcynljv-7UvCroiD1 b1 HK_kfH66yADXDe41 oPT7BbTY99rynGuC I _ 7_2-1 14-1 3 22-4-0 30-4-13 37-5-7 g - T 7-2-1 7-1-1 8-0-15 B-0-13 7-0-10 6-10-9 1-40� 5.00 12 5 J Dead Load Defl. = 5116 in 3x5 3x5 4 T 6 3x6 i 3x6 4x6 3 7 4x5 1 2 8 W6 3 2 7x8 = 4 9 10 1 I Iv 18 17 16 15 14 13 12 114x5 = 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 5x9 3x5 = 45.8-0 9-1-8 17-7-9 27-0.7 35-6-5 44-0-0 9-t-8 8-69 94-14 8.5-14 &9-11 1-0-0 Plate Offsets X, 1:0-1-12 0-0-12 , 2:0-3-0,0-1-12 , 9:0-0-00-1-14 11:0-5-12,0-1-4 ILOADING(psf) SPACING- 2-M CSI. DEFL. in (]oc) I/deft Ud PLATES GRIP ITCLL 20.0 Plate Grip DOL - 1.25 TC 0.58 Vert(LL) -0.24 14-15 >999 240 MT20 244/190 TCDL 7.0 ! Lumber DOL 1.25 BC 0.96 Vert(CT) '-0.55 14-15 >971 180 IBCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.16 11 n/a n/a IBCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 251 lb FT = 20% (LUMBER- BRACING - ,TOP CHORD 2x SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. T1 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. .BOT CHORD 2x SP No.2 *Except* WEBS 1 Row at midpt 8-11 B1 ' 2x4 SP M 31 2 Rows at 113 pts 2-18 WEBS 2x SP No.3 REACTIONS. I (size) 18=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-2-1) M x Horz 18=1 93(LC 9) M x Upliftl8=565(LC 8), 11=605(1_13 9) M I Grav 1 8=1 633(LC 1), 11=1735(LC 1) ! FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=3073/1081, 3-4=2939/1102, 4-5=-2477/924, 5-6=2471/918, 6-7=2853/1072, 7j =-2986/1052, 8-9=759/323, 9-10=620/157 BOT CHORD 1-18=1091/2864, 16-17=828/2492, 15-16=-828/2492, 14-15=-457/1856, 1 -14=-644/2471, 12-13=-644/2471, 11-12=868/2768, 10-11=-188/630 WEBS 2'1'17=-211/286, 4-17=1851477, 4-15=643/462, 5-15=359/827, 5-14=-352/814, 6114=-618/459, 6-12=1581399, 2-18=3190/1046, 9-11=-424/364, 8-11=23941762 I NOTES- 1) Unbalanced ro l live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; i MWFRS (envel pe); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 18=565, 11=605. j LOAD CASE(S) S ndard I `���\ ' Q7�• \'\GE�Sc ����' �!r �\ PE 51 / STATE OF f Joy — Truss Truss �MON YPe y�Pry Plan 1833 A33-B-LN MONO HIP 1 I 1 _ ! Job Reference toptional) j So em Truss _ 'mpanies, Fort Pierce, FI. 34951 i Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 13:26:59 2018 Page 1 II ID:ny4imnjpmNj8mTQZIUjjwcynljv-7UvCroiDlblHK kfH66yADX8m4BgPTPBbTY99rynGuC r-- 7-12 10-M 17-0-14 24-1-13 31-2-11 38-3-10 45-8-0 1 -12 4 4 4 7-0.14 7-0-14 7-0-14�— 7�14 7-4-0 Dead Load Defl. = 7/16 in • 00Sx5 = .�2 3x5 = 3x6 = 3x5 = 3x5 = 3x6 = 45 = 3x4 II 4 5 6 7 8 9 10 11 4 2x4Mill j 4771 3 W4 1 it W7 II 1 O 5x8 — 18 17 16 15 14 13 12 4x5 = 3x8 = 4x8 MT20HS= 3x5 = 3x5 = 3x5 = 5x5 — 5x6 WB= 14-0 1 1 10-0-0 i 18-1 a2 27-8-4 36-6-6 -0-0 III 8-6-0 .&1a2 8-1 a2 8-10-2 9-1-10 0-4-0 Plate Offsets 1:0-3-2,0-3-0, 1:0-1-6,Edge), 10:0-2-0,0-2-0, 12:0-2-8 0-2-12 , 18:0-2-0,0-1-8 LOADING(psf) �TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.52 15-16 >999 240 MT20 244/190 ITCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.86 15-16 >629 180 MT20HS 187/143 CLL 0.0 0BCM Rep Stress Incr YES WB 0.87 Horz(CT) 0.20 12 n/a n/a 10.0 Code FBC2017/TP12014 Matrix-S Weight: 235 Ib FT = 20% LUMBER- l BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 21, SP No.3 WEBS 1 Row at midpt 5-18, 8-13 OTHERS 2x� SP No.3 2 Rows at 1/3 pts 10-12 SLIDER Le I 2x6 SP No.2 2-7-5 REACTIONS. (size) 1=041-0 (min. 0-1-8), 12=Mechanical M ax Horz1=208(LC 8) M °x Uplift1=583(LC 5). 12=-694(LC 5) M x Grav1=1672(LC 1), 12=1672(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=3597/133712-3=3544/1353, 3-4=-3361/1276, 4-5=3107/1220, 5-6=4356/1759, "7=-4356/1759, 7-8=-4280/1729, 8-9=2887/1162, 9-10=2887/1162 BOTCHORD 1"18=-1334/3241, 17-18=1753/4237, 16-17=-1753/4237, 15-16=1885/4501, 1, 15=1645/3911, 13-14=1645/3911, 12-13=1043/2467 WEBS 3i 18=-187/275, 4-18=286/967, 5-18=-1322/626, 5-16=-17/389, 7-15=-344/243, ' 15=-130/573, 8-13=1308/617, 10-13=307/1086, 10-12=2813/1194 NOTES- j) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL�.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adeque drainage to prevent water ponding. 3) All plates are T20 plates unless otherwise indicated. This truss has peen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Goads. 5) Refer to girder( ) for truss to truss connections. 3) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=583, 12=694. :10AD CASE(S) E andard o 0kiIri/,,j- NSF��-�i PE 7 51 t STATE OF / � G /� `ass J/����ON,q 1 JoEI russ I cuss I ype Qty P y Plan 1833 7833-I -LN A11G MONO HIP 1 2 Job Reference (optional) Souttem Truss Co panies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 13:27:01 2018 Pa41 ID:ny4imnjpmNj8mTQZIUbwcynljv-3tOyFTkTZCH_ZIu2OW8QFecX2uoLtM6U2nl FDjyneGuc 4-6 ~^ 8-0-0 14-4-8 20-7-4 26-10-0 39 3 8 45-8-0 r --� 6.2-12 3-510----6�-5 6-2-12 6-2-12 6-2-12 6-4-8 it Deatl Load Derl. = 112 in 3x8 = 5.00 ,12 5x8 2x4 11 46 = 2x4 11 48 = 3x6 = 2x4 11 4 5 6 7 8 9 10 11 4x5 = 12 j 2x4 J 4x7�I 2 m 2 V#4% 0 5x8 = 21 20 19 18 17 16 15 14 13 45 = 1 3x5 = 400 MT20HS- 2x4 11 3x8 = 2x4 11 • 4x12 = 3x5 i° 302 = 4x10 MT20HS= 1.4-0 1-M 8-0-0 144-8 20-7-4 26-10-0 33-P•12 3'3-8 L_ 6-8-0 6.48 6-2-12 ' 6-2-12 6-2-12 6-2-12 6.4-8 0-4-0 0- Plate Offsets (X, )- [1:0-3-2,0-3-0], [1:0-1-6,Edge), [4:0-5-12,0-2-8], [7:0-3-0,Edge], [9:0-1-12,0-2-0], [12:0-1-12,0-1-8], [13:0-3-0,0-1-8], [14:0-4-0,0-1-12], [17:0-2-0,0-1-8J, [20:0-5� d .0-1-8 LOADING(psf) SPACING- 2-" CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.80 17-18 >678 240 MT20 .244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -1.12 17-18 >485 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.21 13 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix-S Weight: 479 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except T2 2x4 SP M 31 end verticals. BOT CHORD 2x SP M 31 BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. WEBS 2x SP No.3.'Except' W : 2x4 SP No.2 SLIDER Le 2x6 SP No.2 2-0-1 i REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 13=Mechanical M 'x Horz1=167(LC 8) M °x Uplift1=1461(1_C 5), 13=1644(LC 5) I M x Grav 1 =321 9(LC 1), 13=3456(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=7253/3383, 2-3=7199/3387, 3-4=7313/3461, 4-22=10197/4894, 2 -23=10197/4893, 23-24=-10196/4893, 5-24=10196/4893, 5-25=10197/4894, .-26=-10197/4894, 2 26-27=-10197/4894, 6-27=10197/4894, 6-7=11466/5471, 7128=-11466/5471, 28-29=11466/5471, 8-29=11466/5471, 8-30=11466/5471, 3 -31=11466/5471, 31-32=-11466/5471, 9-32=11466/5471, 9-33=5697/2712, 1 33=5697/2712, 10-34=5697/2712, 11-34=5697/2712, 11-35=5697/2712, 3 -36=5697/2712, 36-37=5697/2712, 12-37=5697/2712, 12-13=3326/1683 BOT CHORD 1 �1=3152/6536, 21-38=3236/6764, 38-39=3236/6764, 39-40=-3236/6764, 2 -40=-3236/6764, 19-20=5593/11703, 19-41=5593/11703, 41-42=-5593/11703, i 1 18-43=-5593/11703, 43-44=5593/11703, 44-45=5593/11703, 1 1-42=-5593/11703, -45=-5593/11703, 17-46=-4511/9458, 16-46=-4511/9458, 16-47=-4511/9458, 4 48= 4511 /9458, 15-48=-4511 /9458, 15-49=4511 /9458, 49-50=-4511 /9458, 5 -51=-4511/9458, 14-5i= 4511/9458 WEBS 3 21=204/364, 4-21=-42/535, 4-20=1876/3883, 5-20=704/628, 6-20=1714/796, i 18=0/495,6-17=270/157,8-17=-669/587,9-17=1092/2284,9-15=0/489, 9 14=-0278/2046, 11-14=-712/629, 12-14=3043/6396 NOTES- 1) 2-pPy truss to b connected together with 10d (0.131 "x3") nails as follows: To chords con acted as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords Webs nnected as follows: 2x4 - 1 row at 0-9-0 oc. follows: 2x4 1 0-9-0 connecte 2) All loads are co ' as - row at oc- sldered equally applied to all plies, except ff noted as front (F) or back (B) face in the LOAD CASE(S) section. Pli connections ha been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �\ 3) Wind: ASCE 7- ie b; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpL�EI. 8; / \ PE 7 D` MWFRS (envel be); Lumber DOL=1.60 plate grip DOL=1.60 1 1 i) Provide adequa a drainage to prevent water ponding. 1 5) All plates are M �20 plates unless otherwise indicated. t n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -p STATE OF j l III 11�� .,vu �Al`!G icussIruss iype (,tty PIy v833B-W MONO HIP I 1 NOTES- 7) Refer to gird (s) for truss to truss connections. 8) Provide mecdtanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 1=1461, 13=1644. 9) Hanger(s) or ither connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 233 lb up at 8-0-0, 107 lb down and 150 lb up at 10-0-12, 107 lb down ;rd 150 lb up at 12-0-12, 107 lb down and 150 lb up at 14-0-12, 107 lb down and 150 lb up at 16-0-12, 107 Ib down and 150 lb up at 18-0-12, 107 lb down and 150 Ib up at 20- I1I2, 107 lb down and 150 lb up at 22-0-12, 107 lb down and 150 lb up at 24-0-12, 107 lb down and 150 lb up at 26-0-12, 107 lb down and 150 lb up at 28-0-12, 107 lb down and 50 lb up at 3M-12, 107 lb down and 150 lb up at 32-0-12, 107 lb down and 150 lb up at 34-0-12, 107 lb down and 150 lb up at 36-0-12, 107 lb down and 150 lb up at 38-0-1 1 107 lb down and 150 lb up at 40-0-12, and 107 lb down and 150 lb up at 42-0-12, and 107 lb down and 150 lb up at 44-0-12 on top chord, and 314 lb down and 164 lb up at 0, 80 lb down at 10-0-12, 80 lb down at 12-0-12, 80 lb down at 14-0-12, 80 lb down at 16-0-12, 80 lb down at 18-0-12, 80 lb down at 20-0-12, 80 lb down at 22-0-12, 801 down at 24-0-12, 80 lb down at 26-0-12, 80 lb down at 28-0-12, 80 lb down at 30-0-12, 80 lb down at 32-0-12, 80 lb down at 34-0-12, 80 lb down at 36-0-12, 80 lb down at 1 -12, 80 lb down at 40-0-12, and 80 lb down at 42-0-12, and 80 lb down at 44-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility f others. LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert =54, 4-12=54, 1-13=20 Concentrated Vert: -oads (lb) -129(8) 7=-107(B)19=54(B) 21=314(B) 10=-107(B) 22=107(B) 23=107(B) 24=107(B) 25=107(B) 26=107(B) 27=107(B) 28=107(B) 29=-107(B) 30=107(B) 31=1 7(B) 32=107(B) 33=107(B) 34=107(B) 35=107(B) 36=107(B) 37=107(B) 38=54(B) 39=-54(B) 40=-54(B) 41=54(B) 42=54(B) 43=54(B) 44=54(B) 45=54(B) 46= (B) 47=54(13) 48=-54(B) 49=-54(B) 50=54(13) 51=-54(B) 52=,54(B) 53=54(B) 54=54(B) r \\ PE 7 51 i STATE OE 1I i66 I russ russ Type ty ly -1 Plan 1833 '•.."•.:i3-t-Lt4 HIP 2 1 _ ____ Job Reference (optional) _ Seuihem Truss Con oanies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2016 Print: 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 1613:27:02 2018 Page 1 ID:ny4imnjpmNj8mTQZIUjjwcyn ljv-X3aKTpl6KWPrBRTEyEgfor9eLH4mcpjdHRnpmAynGuh 7-2-5 13-9-10 21-0-0 23-8-0 30 10 6 37-5 11 44 8 0 ---�6-7-5 ~— 7-2-57-2-6 —2-&0 7-2-6 6-7-5 + 7-2-5 Dead Load Defi. = 114 in 5x5 = 5x5 = 5.00 [TT 5 6 / 3x4 3x4 q T 7 3x6 3x6 3x4 3 I 8 3x4 2 W2 jl M W2 9 0 4 10 81to jlWS 20 19 18 17 16 15 14 13 12 11 8x8 = 5x5 = 3x4 = 4x6 — 3x4 = 3x4 = 4x6 = 3x4 = 5x5 = M = 7-2-5 163 10 21-0-0 23 8 0 30-10-6 37-5-11 44 8 0 7-2-5 6_:% 7-2.6 2 8-0 7-2-0 6-7-5 Plate Offsets X, 11:Ed e,0-6-0 , 11:0-1-12,0- 0 , 12:0-2-8,0-1-12 , 19:0-2-8,0-1-12 20:0-1-12,0-" , 20:Ed a 0-6-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.37 13-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.62 13-15 >853 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 (LUMBER- Cdde FBC2017/TP12014 Matrix-S Weight: 262 lb FT = 20% BRACING - TOP CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing.' MEBS 2x SP No.3 WEBS i Row at midpt 4-16, 7-15 REACTIONS. size) 20=0-8-0 (min. 0-1-15), 11=0-8-0 (min. 0-1-15) M x Horz 20=1 58(LC 9) M x Uplift20=557(1_C 8), 11=557(1.0 9) M x Grav2C= 1 642(LC 1), 11=1642(LC 1) ORCES. (lb) - f lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=3202/1051, 2-3=2834/942, 3-4=2711/961, 4-5=-2228/766, 5-6=-19891744, 7=22281766, 7-8=-2711/961, 8-9=2834/942, 9-10=3202/1051, 1-20=15621584, 1 - 1 1=1562/583 30T CHORD 1 -20=380/538, 18-19=1048/2889, 17-18=825/2556, 16-17=-825/2556, 1 -16=-473/1989, 14-15=-667/2556, 13-14=667/2556, 12-13=890/2889, 11-12=234/53B NEBS 18=-395/252, 4-18=-71/417, 4-16=-825/464, 5-16=-163/581, 6-15=163/581, 15=825/464, 7-13=71/417, 9-13=395/252, 1-19=-670/2358, 10-12=-658/2358 VOTES- 11) Unbalanced r f live loads have been considered for this design. ?) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl_ GCpi=0.18; MWFRS (env+ pe); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. l) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 20=557, 11=557. _OAD CASE(S) tandard . V�GENs������i' PE 7 51 STATE OF '�\ _ �N-, NAL. �11I I I I 11\0 V :?L. —� russ russ ype ty y Plan 1833 i 533-'6-LM IA3 kIP 1 1 _�_ _� _ _ IJob Reference (optional) ..,r_uhemivss Cor parties, Fort Pierce, Ff. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 21 2018 MTek Industries, Inc. Thu Aug 16 13:27:02 2018 Page 1 IID:ny4imnjpmNjBmTOZIUBwcynfv-X3aKipl6K WPrBRTEyEgfor9h I HSAcrkdHRnpmAynGu h ^^ �5 1 12-9-3 19-0-0 25-8-0 31-10-13 38-1-11 44-8-0 6-6-5 6-2-13 6-2-13 6-8-0 6 2-13 6-2-13 6-6-5 I Dead Load Defl. = 5116 in 5x5 = 5x7 = 5.00 12 5 T3—_ 6 3x4 i�_ 3x4 T I 3x6 4 7 3x6 4x5 3 W1 8 4x5 2 W3 W3 9 m 7x8 = 6 7x8 = `�v•;;; 1 10 o� r3 'o 18 17 16 15 14 13 12 11 3x4 = 4x6 = 3x8 — 3x4 — 4x6 = 3x4 = 9-7-12 19-M 25 8-0 3540-4 44-8-0 9-7-12 9-4-4 6 8-0 9-4-4 9-7-12 Plate Offsets X,' 1:Ed e,0-3-4 1:0-1-12,0-0-12 6:0-5-4,0-2-8 , 10:0-1-12,0-0-12 , 10:Ed a 0-3-4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 12-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2 4 SP M 31 'Except end verticals. B r. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-2 oc bracing. WEBS 4 SP No.3 WEBS 1 Row at midpt 4-15, 6-15, 7-14, 2-18, 9-11 REACTIONS. (size) 11=Mechanical, 18=0-8-0 (min. 0-1-8) IV x Horc18=143(LC 8) ax Uplift11=540(LC 9), 18=-540(LC 8) IV &x Grav11=1642(LC 1), 18=1642(LC 1) FORCES. (lb) - Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=-676/254, 2-3=-3046/967, 3-4=-2982/986, 4-5=2393/794, 5-6=-2154/771, -7=2392/794, 7-8=2982/986, 8-9=3046/967, 9-1O=676/254, 1-18=-404/213, 0-11=404/213 BOT CHORD 7-18=1039/2860, 16-17=811/2591, 15-16=-811/2591, 14-15=-485/2153, 3-14=668/2591, 12-13=-668/2591, 11-12=-896/2860 WEBS -1 7=-1 761263, 4-17=81/429, 4-15=617/396, 5-15=-137/568, 6-14=193/568, -14=-017/396, 7-12=81/430, 9-12=176/263, 2-18=-2565/817, 9-11=2566/818 NOTES- 1) Unbalanced rc f live loads have been considered for this design. 2) Wind: ASCE 7' 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq to drainage to prevent water ponding. 4) This truss has )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder s) for truss to truss connections. 6) Provide meth ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 11=540, 18=540. LOAD CASE(S) tandard � E7 051 /✓; dAPi1 6 -O�STATE OF N 770NA I II IE�G -.. Jcip truss Lies. - -—�-- buss yT pe ility —Ply Ptan1833 �8333-LN A3A HIP 1 1 Job Reference (optional) Southern Tress Cor Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 13:27:02 2018 Page 1 I D:ny4imnjpmNjBmTQZI Uhwcynliv-X3aKTpl6KWPrBRTEyEgfor9iQH4rcbcdHRnpmAynGuIN 6-6-5 12-9-3 19-0-0 254-0 _ 31-10-13 381-11 41-2-0 6-6-5 -2-13 6-2-13 6-8-0 6-2-13 6-2-13 3-0-5 Dead Load Dell. = 1/4 in 5x5 = 5x7 = 5.00 [ 12 5 i T7 6 3x4 - / 3x4 M4 7 3x6 C w1 4x4 S 8. 3x5 o 2 W3 W3 9 2x411 m 10 7x881 1R9N 18 17 16 15 14 13 12 11 3x4 = 4x6 = 3x8 — 3x4 — 4x6 = 3x4 = 5x4 = 9 7-12 19-M 25-M 354)-4 41-2-0 9-7-12 9-4-4 648-0 9-4-4 6 1-12 Plate Offsets X, 1:Ed e,0-3-4 1:0-1-12,0-0-12 , 6:0-5-4,0-2-8 , [11:0-2-0,0-2-12] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.22 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.49 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.12 11 n/a . n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 241 lb FT = 20% (LUMBER- BRACING - TOP CHORD 2x, SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, except BOT CHORD 2x, SP No.2 *Except* and verticals. B k 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-2 oc bracing. WEBS 2x, SP No.3 WEBS 1 Row at midpt 4-15, 6-15, 7-14, 2-18 REACTIONS. (size) 11=0-8-0 (min.0-1-13), 18=0-8-0 (niin.0-1-8) M x Horz18=188(LC 8) ME Up9), 18=508(LC 8) Max Gravl 1 =1 512(LC 1), 18=1512(LC 1) FORCES. (lb) - ax. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=-644/247, 2-3=-2750/895, 34=-2685/914, 4-5=207611(215, 5-6=-1859/694, 7=1973/672, 7-8=1879/616, 8-9=1940/604, 1-18=391/210 BOT CHORD 7-18=1022/2602, 16-17=788/2308, 15-16=788/2308, 14-15=-424/1760, 14=511/1879, 12-13=-511/1879, 11-12=-412/1279 WEBS -17=-190/268, 4-17=-85/445, 4-15=625/399, 5-15=95/479, 6-15=-157/314, 14=-93/365, 7-14=226/259, 7-12=302/170, 9-12=-86/633, 2-18=-2308/754, ll=-1904/623 NOTES- j1) Unbalanced rc f live loads have been considered for this design. 2) Wind: ASCE 7..10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide meth kical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 11=475, 18=508. LOAD CASE(S) 3tandard pN - - - - E4 �i �N� Q'e'• GENgF��� �\ PE 7 51 -O STATE Of '%N& I111111t\ •� Job rul ss russ I ype I ty Ply Plan 1833 1833'-6-LN � IA4 �IP � 1 �� _ -- Job Reference (optional) Southem Truss Co pan es, Fort Pierce, FI. 3.4951 Run: 8.220 s Jul 212018 Print: 8.220 s Jul 21 2018 MiTek Industries, Inc Thu Aug 16 13:27:03 2018 Page 1 ID:ny4imnipmNj8mTQZIUj wcynljv-?F8ig9mk5gYioblQWXBUK3ixohPILKGnV5WMIcynGub 1-4-0 6-10-6 12-2-10 -� , 18-0-0 23-4-0 284W 34-5-5 39- " , 45-" 1-4-0' 5.6.6 5-4-0 5-s-6 5-4-0 5-4-0 5-9•s 5-4-s 5-` 0-5 Dead Load Defl. = 114 in 5x7 = 5.00 12 2x4 11 5x7 = 6 Ta 7 8 Us I 3x5 3x6 5 T\ 9 3x6 10 4x5 4 45 0 r W6 3 11 2 v'` 12 0 UJ 21 20 19 18 17 16 15 14 13 4x5 = 3x5 = 46 = 3x5 = 3x8 = 3x5 = 3x5 = 7x8 = 5x9 4x6 = 1-4-0 1 .4 9" 18-0-028-8-0 36-11-15 45-8-0 8.4-0 8-0-0 5-40 141 8-3-15 8$-, 0.d-d Plate Offsets X, 2:0-0-0,0-1-14 , 6:0-5-4,0-2 81,18:0-5-4,0-2-81,[12:0-1-12,0-0-121,[13:Edge,0-3-4),[21:0-5-12 0-1.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.50 Vert(LL) 0.25 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.50 18-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code FBC2017(fP12014 Matrix-S Weight: 268 lb FT = 20% LUMBER- BRACING - TOP CHORD SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except BOT CHORD 2 SP No.2 end verticals. WEBS 2 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. DC APTIA\IC /..:-...\ WEBS 1 Row at midpt 11-13, 3-21 MSx Horz21=153(LC 8S - - - - _ Max Upliftl3=519(LC 9). 21=-559(LC 8) Mpx Grav13=1633(LC 1), 21=1735(LC 1) CES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2=478/86, 2-3=-589/214, 3-4=2989/921, 4-5=2938/931, 5-6=-2516/872, 7=2410/909, 7-8=2410/909, 8-9=2528/876, 9-10=2956/954, 10-11=3058/938, 12=597/220, 12-13=-366/191 CHORD 21=103/484, 20-21=941/2721, 19-20=794/2628, 18-19=-794/2628, 17-18=585/2270, gg 17=585/2281, 15-16=-739/2665, 14-15=739/2665, 13-14=-854/2823 S 20=-37/296, 5-18=501/343, 6-18=154/500, 6-17=-140/406, 7-17=319/240, 17=-134/391, 8-16=161/514, 9-16=534/351, 9-14=55/339, 11-13=2612/807, 21=347/280, 3-21=2527/781 ) Unbalanced rogf live loads have been considered for this design. ) Wind: ASCE 7 r0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enve ope); Lumber DOL=1.60 plate grip DOL=1.60 Provide adequ'ite drainage to prevent water ponding. } This truss has ? een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Refer to girder ) for truss to truss connections. ) Provide meth (tical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt--lb) 13=519, 21=559. CASE(S) PE 7 051 -O STATE OF /0NAL ��G `\ �I11I ill�� i Fuss Nss ype --�Qtv Ply I Plan -- -- lob Ih334�-LN � A4A iHIP 11 f 1 I j I I Job Reference (optional) �anies, uthem Truss Tom _ Fort Pierce, Ff. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 13:27:03 2018 Page 1 ID:ny4imnjpmNj8mTOZIUhwcynljv-?FBig9mk5gYiobl O WxBuK3izghRILLTnV5 WMIcynGuN 1.4-0, 6r10-6 , 12-2-10 18-0-0 23-4-0 28-8-0 34-5-6 39-9-11 41-2-Q 5---r-- rr4,y --, 5-9-6' rr4-0 ' r�.,4-� -�— 5-9-5 5-4-5 1-4-5 Dead Load Defl. = 3116 in 5.00 12 5x7 = 2x4 11 5x7 = 6 7 8 1 3x4 1 / 3x4 3x6 5 , I 9 3x4 4x4 - 4 2x4 II d 3 10 11 W6 1 2 rA N 1 O 20 19 18 17 16 15 14 13 12 3x5 = 3x4 = 3x6 = 3x4 = 3x8 = 3x4 = '3x4 = 4x4 = 5x8 3x6 = 1.4-0 1 9-8-p 18.0-0 23�-0 28-8-0 i 36-3-15 41-2-0 , 8-0-0 8-4-0 5r1.0 S,i-0 8-3-15 4-2-1 ' )Plate Offsets X, 2:0-0-0,0-1-14 , 6:0-5-4,0-2-8 , 8:0-5-4,0-2-8 , 10:0-1-12,0-1-8 , 12:0-2-0,0-2-8 , 20.0-5-12,0-2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP JTCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.17 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.37 17-19 >999 180 BCLL 0.0 Rqp Stress Incr YES WB 0.61 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-S Weight: 252 lb FT = 20% (LUMBER- BRACING - TOP CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, except BOT CHORD 2x& SP No.2 end verticals. WEBS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 6-16, 3-20 REACTIONS. (size) 12=0-8-0 (min. 0-1-12), 20=0-8-0 (min. 0-1-14) ME x Horz 20=21 1 (LC 8) ME x Upliftl2=-438(LC 4), 20=520(1_C 8) ME x Gravl2=1467(LC 1), 20=1569(LC 1) FORCES. (lb) - h lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=444178, 2-3=550/205, 3-4=2622/835, 4-5=2520/845, 5-6=2117/751, 7=1925/762, 7-8=1925/762, 8-9=1884/677, 9-10=1470/459 BOT CHORD �20=-95/449, 19-20=926/2407, 18-19=770/2276, 17-18=770/2276, 16-17=541/1902, 5-16=-468/1679, 14-15=-483/1591, 13-14=-483/1591,12-13=-190/579 WEBS 19=-44/318, 5-17=-515/348, 6-17=156/511, 7-16=-321/241, 8-16=187/529, 15=0/261, 9-13= 631/275, 10-13=242/1018, 10-12=-1584/522, 2-20=-334/277, -20=-2212(700 NOTES- 1) Unbalanced f live loads have been considered for this design. 2) Wind: ASCE 7:10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsfi h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide meth )cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 12=438. 20=520. LOAD CASE(S) tandard PE 7 51 11 i -G X , � 7w,STA O �fe: ��j��S/ONA I' i iE� ,\\\ lob russ rusS ype--�— —�Qty Plan 1833 h33�d-LN iPly IA5 HIP J 1 1 __ ;Job Reference (optional) -� Souihem Thus Co nies, Fort Pierce, Fl. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu AuQ.16 13:27:04 2018 Page 1 1-4-0 ID:ny4imnjpmNj8mTQZIUkwcynljv-TRi5uVmMs7gZQlcd3n7tGE? 15nS3kKwklGwg2ynGul 8-7-12 16-0-0 23-4-0 30-8-0 38-0-4 45-8-0 1-4-0 , __ , 7-3-12 — - 7-4-4 74-0 74-0 7-4-4 -- 7-7-12 / Dead Load Defl. = 1/4 in 5.00 12 Sx7 2x4 II WTR = 5 6 7 3x6 4 3x6 3x5 -:-' 8 3x5 34 9 0 3 2 10 1 j� .� c 18 `o 17 16 15 14 13 12 11 4x5 = 5x5 = 5x6 = 3x8 = 3x5 = 5x5 = 8x8 = 6x9 4x6 = 1-4-0 1 8-7-12 16.0-0 23-0-0 30-8.0 38-0-4 7__ 7-3-12 7-4� 7-4-0 7.4-0 7-44 -7-12 Od-0 Plate Offsets X, 5:0-5-4,0-2-12 , :0-5-4,0-2-12 , 11:Ed e,0-6-0 , ll:0-1-12,0-0-0],[12:0-2-8,0-1-12],[i6:0-3-0,"-0],[17:0-2-8,0-2-0] [18:0-0-11 0-1-101 [18:0-2-4 0-2-8] I LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.27 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.48 13-15 >999 180 BCLL 0.0 Retp Stress Incr YES WB 0.89 Horz(CT) 0.14 11 n/a n/a 13CDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 253 Ib .FT = 20% LUMBER- BRACING - OP CHORD 2x T2 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T5: SP M 31 2x4 BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. BOT CHORD 2x SP No.2 WEBS 1 Row at midpt 3-16, 9-13 WEBS 2x SP No.3 REACTIONS. size) 11=11echani6il, 18=0-8-0 (min. 0-2-1) M x Horz 18=138(LC 8) M x Upliftl 1=-498(LC 9),18=538(LC 8) M x Grav11=1633(LC 1), 18=1735(LC 1) FORCES. (lb) - K lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1 2=554/175, 2-3=-3116/982, 3-4=2694/926, 4-5=2683/950, 5-6=2739/1062, 7=-2739/1062, 7-8=2630/956, 8-9=2715/935, 9-10=3206/1006, 10-11=1553/528 BOT CHORD 1 18=-201/568, 17-18=-339/568, 16-17=863/2805, 15-16=695/2419, 14-15=-696/2435, 1 -14=696/2435, 12-13=865/2893, 11-12=209/558 WEBS 16=-461/336, 5-16=76/437, 5-15=200/590, 6-15=-445/336, 7-15=194/572, 13=-90/455, 9-13=536/366, 10-12=696/2340, 2-18=1538/617, 2-17=647/2244 NOTES- 1) Unbalanced f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (enve bpe); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ ':e drainage to prevent water ponding. ? ) This truss has geen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Refer to girder( ss to truss connections. ) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=498, 18=538. OAD CASE(S) ndard ��GENg,c- PE7 51 i = STATE OF fFRl 1) LNG �lll i lltl 01 lobI 18:5Z B-LN ' cuss A5A � russ ! ype----G�ty—TPIy HIP !Plan 1833 I 1 1 j L L —��_ Job Reference (optional) utt,em Truss Co 6panies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print: 8.220 s Jul 212018 MiTek Industries, Inc. Thu Au o 1613:27:05 2018 Page 1 ID:ny4imnjpmNj8mTQZl UBwcynljv-yeGT5m_dRoQ2vBpdMDMPUn,3kV8aoDr4zO?TMUynGuF 1-0-0 8-7-12 16-4-0 ! 23-4-0 30-8-0 38.0-4 i 41-2-0 --� — —+— � 4-0 7-3-12 7-" 7-4-0 7-4-0 7.44 3-1-12 Dead Load Defl. = 3/16 in 5.00 F12 5x7 2x4 11 5x7 = 5 T3 7 I - 3x6 i 1 I 3x4 : 3r.4 34 8 4x5 ':• 0 9 c 2 1 IN 17 16 15 14 13 12 11 10 3x5 = 5x4 = 5x5 = 3x8 = 3x4 = 3x5 = 2x6 II 5x9 \\ _3x6. _ 1-4-0 'I 8-7-12 18-0-0 23-4-0 30-8-0 38-0-4 41-2-0 7-3-12 7-4-4 7-4-0 74-0 7-0.4 3-1-12 Plate Offsets QX, X)— [5:0-5-4,0-2-81, :0-5-4,0-2-81, [11:0-2-4,0-1-8), [15:0-2-8,0-3-41, [16:0-2-0,0-211, [17:0-0-11,0-1-101, [17:0-2-8;0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.18 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.34 15-16 >999 180 BCLL 0.0 Rgp Stress Iner YES WB 0.75 Horz(CT) 0.10 10 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-S Weight 236 lb FT = 20% LUMBER- BRACING - TOP CHORD 2), SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. 14 BOT CHORD 2 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 4 SP No.3 WEBS 1 Row at midpt 3-15 REACTIONS.(size) 10=Mechanical, 17=0-8-0 (min. 0-1 14) x Horz 17=1 96(LC 8) ax Uplift10=466(LC 4), 17-501(LC 8) x Grav10=1467(LC 1), 17=1569(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=-511/157, 2-3=2760/868, 3-4=2300/799, 4-5=2289/823, 5-6=2194/887, 7=2194/887, 7-8=1935/701, 8-9=1296/425, 9-10=1455/466 BOT CHORD -17=-182/524, 16-17=379/524, 15-16=-851/2478, 14-15=-645/2054, 13-14=529N709, 2-13=529/1709, 11-12=-382/1196 WEBS 15=-492/347, 5-15=80/449, 5-14=122/363, 6-14=-446/336, 7-14=2741751, -12=170/632, 8-11=-833/371, 9-11=-490/1529, 2-17=1381/583, 2-16=565/1960 NOTES- 1) Unbalanced rd f live loads have been considered for this design. 2) Wind: ASCE 7 10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env( ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ ite drainage to prevent water ponding. 4) This truss has )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder s) for truss to truss connections. 5) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 10=466, 17=501. LOAD CASE(S) tandard PE.7 51 STATE 01= J S/ONAL ��1111 11111\\ rn i 5 i Truss __ — nis�Qty 'I P(y Plan 1833 i 1533-&l.N outh Sern Truss Co A6 -- I HIP 1 1 _ L i Job Reference (optional) j panies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 1327:05 2016 Page 1 (D:ny4imnjpmNj8mTQZIUBwcynljv-yeGT5m_dRoQ2vBpdM DMPUnCbV6ZoA54zO?TMUynGuM 1-4-0 7-6-9 14-0-0 19-11-9 26$7 32-&-0 6-2-9 --F 6.5-7 --i— 5-11 9 — 641-15 �- 5-11-9 T-6-5-8 Dead Load Deft. = 5/16 in 5x5 = 3x5= 3x6 = 3x5 =- 5x5 = 5.00 FIT 4 T7 5 6 7T� 8 T 3x5 3x5 \ 3 W W2 9 ' 1 N 1 2 10 j o 19 ,o 18 17 16 15 14 13 12 11 4x5 = 5x5 = 3x8 = 4x6 = 3x5 = 4x6 = 3x8 = 5x5 = 8x8 = 6x10 \\ 1-4-0 1- 7-0-9 14-" 23-4-0 3248.0 39-1-8 45-M -0-0 6-2-9 65-7 ' 9-0-0 9-4-0 ' &5-8 6.6-8 0-4-0 Plate Offsets X, 11:Ed e,0 6 0 11:0-1-12,0-0-0 , 12:0-2-8 0-1-12 18:0-2-8,0-1-12 19:0-0-11,0-1-10 , 19:0-3.8,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.58 13-15 >918 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x. SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT-CHORD 2x SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. B2 2x4 SP M 31 WEBS 1 Row at midpt 5-17, 7-13 WEBS 2x SP No.3 REACTIONS. size) 11=Mechanical, 19=0-8-0 (min. 0-2- i ) M x Horz 19=123(LC 8) M x Uplift11=520(LC 4), 19=546(LC 5) M x Gravll=1633(LC.1), 19=1735(LC 1) FORCES. (Ib) - lax. Comp./Max. Ten. - A(I forces 250 (lb) or less except when shown. TOP CHORD 1' 2=-442/126, 2-3=-3085/1026, 3-4=2821/1026, 4-5=2556/988, 5-6=307111182, I7=3071/1182, 7-8=2582/996, 8-9=2850/1034, 9-10=3184/1052, 10-11=-1558/544 BOT CHORD 1.19=-135/450, 18-19=257/450, 17-18=-892/2787, 16-17=-1017/3011, 15-16=1017/3011, 4-15=1018/3021, 13-14=1018/3021, 12-13=916/2880, 11-12=-169/467 JJEBS 17=-295/275, 4-17=1991749, 5-17=761/320, 7-13=742/314, 8-13=2051764, 13=-368/299, 10-12=771/2420, 2-19=1545/588, 2-18=738/2347 VOTES- 1) Unbalanced'ro f live loads have been considered for this design. �) Wind: ASCE 7 'MWFRS 0; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; (enve Qpe); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 3) This truss has I• een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(,) for truss to truss connections. >) Provide mecha (cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=520, 19=546. _OAD CASE(S) I tandard PE 7 051 1 X ` t STATE OF �V✓ Ix i ca lleb lRlss jTR1s5Tpe - rQty--'Ply (Plan 1833 I I 832'+!3-LN A6A HIP 1 ? Job Reference o tional_______� So.ttKem Truss Cor nies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc Thu Aug 16 13:27:05 2018 Page 1 I D:ny4imnjpmNjBmTQZIUjjwcynljv-yeGTSm_dRoQ2vBpdMDMPUnDOV6XoA04zO?TMUynGuh 0,4 0 -9 13-0-0 18-11-9 25-8-7 3148-0 38-1-8 44-8-0 0-r4-0 2-9r 6-5-7 5-11-9� 6-8-15 5-11-9 6-5-8 6-6-8 Dead Load Dell. = 5116 in 5x5 = 3x4 = 3x6 = 3x4 = 5x5 = 5.00 F12 3 T9 4 5 6r.,i7 3x4 3x4 W 2 8 lc b < ? 9 i18 17 16 15 14 13 12 11 10 8x8 = 5x5 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 5x5 = 8x8 = 9 13 0 0 22-4-0 31-8-0 38 1 8 44-M 0 4-0 2-9 6-5 7 9-4-0 9-4-0 6 5 8 6 6 B Plate Offsets 10:Ed e,0-&0 , 10:0-1-12;0-0 0 , 111:0-2-8,0-1-12 , 17:0-2-8,0-1-12], [18:0-1-12,0-0-0], 118:Edge,0-fro] LOADING (psf) SPACING- 2-O-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.59 14-16 >901 180 SCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x, SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2xi`SP No.2 'Except' end verticals. B h 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 2 4 SP No.3 WEBS 1 Row at midpt 4-16, 6-12 REACTIONS. (size) 18=0-8-0 (min. 0-1-15), 10=1viechanical Mjax Horz18=97(LC 8) Max Upliftl8=523(LC 5), 10=523(1_C 4) Max Grav 1 8=1 642(LC 1), 10=1642(LC 1) FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=3202/1057, 2-3=2870/1040, 3-4—2601/1001, 4-5=3103/1191, 5-0=-3103/1191, 7=2601/1001, 7-8=2870/1040, 8-9=-3202/1057, 9-10=1566/546, 1-18=1566/546 BOT CHORD 7-18=259/469, 16-17=924/2897, 15-16=1027/3048, 14-15=1027/3048, WEBS 2-16=-367/298, 3-14=-1026/3048, 12-13=1026/3048, 11-12=-921/2897, 10-11=-169/469 3-16=2071771, 4-16=754/317, 6-12=754/317, 7-12=-207/771, 12=-367/298, 9-11=-776/2436, 1-17=-776/2435 NOTES- 1) Unbalanced r f live! loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ite drainage to prevent water ponding. 4) This truss has )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder s) for -truss to truss connections. o) Provide meth nIcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 18=523, 10=523. LOAD CASE(S) tandard 1GENSF�����i PE 7.051 -O STATE OF 14 t �'1 i : ob 1113s-B-LN 'Truss rusS I ype iaty 1PTy Plan, 1833 A7 HIP 11 I 1 I I iJob Reference optional) - --� Southern Truss Co panies, Fort Pierce, FI.3434951 Run: 8.220 s Jul 21 2018 Print: 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 13:27:06 2018 Page 1 ID:ny4imnjpmNj8mTQZiUjjwcynljv-QggrJBocOlwHf3m?B4kbyhKRZvQLXd9DC210vxynGu. 4-4-0, 6-5-2 12-0 0 19-7-4 27-0-12 344-0 40-2-13 45-M 1-44 _ 5.1-2 ' 5-6-14 7-7-4 7-5-8 7-7-4 5{r13 5-5-3 ' Dead Load Defl. = 5/16 in 5x7 = 2x4 II 3x6 = 3x5 - 50 = 5.00 12 4 5 6 7 8 I 3x53 L3x5- W1 2 � C :o. o 20 19 18 17 16, 15 14 13 12 11 4x5 = 5x5 = .3x5 = 46 —_ 3x8 = 3x5 = 46 —_ 3x5 = 6x6 = 8x8 = 6x10 \\ 1-4.0 1-Q1- 65-2 12-M 19-7-4 27-0-12 34A-0 40.2-13 45-8-0 -0-0 0.4-0 5-1-2 5814 7-7-4 7-58 7-71 5.6-13 SS-3 Plate Offsets X,' [4:0-5-4,0-2-12], [8:0-5-4,0-2-121, [11:Edge,0-6-0], [11:0-1-12,0-0-0], [12:0-3-0 0-2-8] [16:0-2-8 0-1-81 19:0-2-8 0-1-12] [20:0-0-11 0-1-10][20.0-3=8 Edge] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.37 15-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.62 15-16 >849 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.17 11 n/a n/a BCDL . 10.0 Code FBC2017/TP12014 Matrix-S • Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2. SP No.2 'ExceptTOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, except T �T3: 2x4 SP M 31 end verticals. BOT CHORD 2 4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. WEBS SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 11=Mechanidal, 20=0-8-0 (min. 0-2-" ) 3x Horz20=107(LC 8) x Upliftl1=546(LC 4), 20=572(LC 5) x Grav11=1633(LC 1), 20=1735(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=350/111, 2-3=3012/1047, 3-4=2931/1102, 4-5=3535/1426, 5-6=3534/1426, 7=3534/1426, 7-8=3547/14301 8-9=-297111114, 9-1O=3132/1081, 10-11 =1 563/562 [20=1 BOT CHORD 12/354, 19-20=195/354, 18-19=920/2727, 17-18=88712657, 16-17=887/2657, -16=1265/3546, 14-15=-895/2694, 13-14=-895/2694, 12-13=951/2840, 1-12=133/401 WEBS 18=-20/301, 4-16=-454/1154, 5-16=-431/324, 7-15=-474/323, 8-15=-446/1128, 13=-32/324, 10-12=-822/2451, 2-20=1558/592, 2-19=791/2389 NOTES- 1) Unbalanced clof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (en/Elope); I Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) This truss has teen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder ) for truss to truss connections. 5) Provide meth ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it --lb) 11=546, 20=572. LOAD CASE(S) tandard ��7�/� ����6\`�,1 aril •�5L PE"OF� -o STA j/,/SS/ONA 0\\X\\\ 1 I I� I - Lo6 _ TNSS NSS ypl — ty Y Plan 1833 -- 1E334&LN ' A7A � Southern Truss Co panes, Fort Pierce, FI. 34951 _l� Job Reference(optional) Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 13:27:06 2016 Page 1 ID:ny4imnjpmNj8mTOZIUj wcynIjv-QggrJBocOIWHf3m?B4kbyhKRovQEXd3DC210vxynGu. 0 5 2 11-M _ 18-74 2*12 33-8-0- 39 2-13 44 &-0 04-0 5- i '=2 5-6-14 7-7-4 7-5 8 7-7-4 I Dead Load Defl. = 5/16 in 5x7 = 2x4 II 3x6 = 3x4 = 5x7 = 00 52 3 4 5 6 7 3x4 5 3x4 -:Z- 2 W1 18 !� Y > t In - _ - i� 19 18 17 16 15 =o 14 13 12 11 10 8x8 = I i I I 6x6 = 3x4 = 4x6 __ 3x8 = 3x4 = 4x6 _ 3x4 = 6x6 = 8x8 = i 512 1 18-7-4 26-0-12 3348-0 39 2-13 44 8-0 04-0 5- -2 5 6 14 7-7-4 3 7-5-8 7-7 4 5& 13 113 Plate Offsets X 3:0-5-4,0-2-12 , :0-5-40-2-12 , 10:Ed e,0-6-0 , 10:0-1-12,0-0-0, f11:0-3-0,0-2-8 15:0-2-8,0-1-8 , 18:0-3-0,0-2-8 , 19:Ed e,0-6-0 , 19:0-1-12,0 0 0 ILOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- Well Ud PLATES GRIP !TOLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 :TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.64 14-15 >833 180 BOLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.17 10 n/a n/a IBCDL 10.0 i Code FBC2017/TP12014 Matrix-S Weight: 243 lb FT = 20% _ LUMBER- BRACING - TOP CHORD 2 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc puriins, except T T3: 2x4 SP M 31 end verticals. BOT CHORD 2 1 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 2 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (size) 19=0-8-0 (min. 0-1-15), 10=Mechanical M x Horz 19=82(LC 8) - LC 5 10- 549 LC 4 M x Uphft19-549( ), — ( ) MI° x Gravl9=1642(LC 1), 10=1642(LC 1) !FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 'TOP CHORD-2=3150/1086, 2-3=2991/1120, 3-4=-3578/1439, 4-5=3578/1439, 5-6=3578/1439, 7=357711439, 7-8=2991/1120, 8-9=3150/1086, 9-10=1571/565, 1-19=1571/565 BOT CHORD 8-19=209/402, 17-18=959/2857, 16-17=904/2713, 15-16=-904/2713, 4-15=-1274/3577, 13-14=901/2713, 12-13=-901/2713, 11-12=956/2857, 0-11=133/402 WEBS �17=-31/323, 3-15=-450/1144, 4-15=-431/325, 6-14=-4821326, 7-14=45011143, 12=31/324, 9-11=-827/2466, 1-18=827/2466 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7,j10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 14) This truss has (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �5) Refer to girders) for truss to truss connections. 5) Provide mech 'nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)19=549, 10=549. LOAD CASE(S) Ptandard L�GENS�.��� PE 051 -o STATE OF,. ii/j/BONA ll`\���� ��� _7 1833-$-LIJ A8 TrrUSS y�pe �Qty Ply Plan 1833 — ---- —� HIP 1 I I I.1ob Reference (optional) Souihe..n Truss Co III panes, Fort Pierce, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Augr6 15:27:07 2018 Page 1 ID:ny4imnjpmNj8mTQZIUjjwcynliv-uONDWXpE9228HDLCInFgVvSX31rfGBMNQiUaRNynGu 57 ~--53d 12 10-0-0 _ 16-8-0 23-4-0 30-M 1 36 E 0 41-0-4 46-&0 T- —6-8-0 T 4-4-4 6-8-0 T 6 8 0 6 8-0 4-" 5-7-12 Dead Load Deft. = 112 in 5, i 5x5 = p 12 3x5 = 3x5 = 3x6 = 3x5 = 5x5 = 4 5 6 7 8 9 2x4 a 3 W3 W3 4x7 2' >2x044x7 11 v i 1 12 _ a J1 c) 5x8 = Iv d 18 17 16 15 14 13 5x8 = 4x5 = 3x8 = 4x8 MT20HS= 3x5 = 3x5 = 4x8 MT20HS= 3x8 — 4x5 = 1-4-0 1-0-0 46-8-0 1050 18-10-11 27-9.5 36-80 454-0 4 -0 0- 0 8-8-0 8-10-11 6-10-11 8.10-11 181 o d 1-0-0 Plate Offsets (X,Y)— [1:0-3-2,0-3-01, [1:0-1-6,Edge1, [12:0-3-2,0-3-01, [12:1-3-11 Edpel [13:0-2-12,0-1-8I, [18:0-1-12,0-1-81 'LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) 0.55 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0-51 Vert(CT) -0.94 15-16 >588 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.22 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 233 lb FT = 20% (LUMBER- BRACING - TOP CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 or, purlins. IBOT CHORD 2x SP M 31 BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. WEBS 2x SP No.3 WEBS 1 Row at midpt 5-18, 8-13 SLIDER Left 2x6 SP No.2 2-7-5, Right 2x6 SP No.2 2-7-5 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12=0-8-0 (min. 0-1-8) Max Horzl=76(LC 8) M °x Upliftl=-589(LC 5), 12=-589(LC 4) Mi ilix Grav 1 =1 702(LC 1), 12=1702(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,TOP CHORD 1 j2=3671/1352, 2-3=3617/1368, 3-4=-3434/1290, 4-5=3175/1232, 5-6=4482/1778, 7=4482/1778, 7-8=-4482/1778, 8-9=-3175/1232, 9-10=3434/1290, 10-11=-3617/1368, 11-12=3671/1352 30T CHORD 1,18=-1197/3308, 17-18=-1603/4299, 16-17=-1603/4299, 15-16=1764/4666, 1 -15= 600/4299, 13-14=-1600/4299, 12-13=-1194/3308 ddEBS 18=-192/276, 4-18=300/1006, 5-18=-1419/625, 5 16=53/440, 6-16=312/192, 6.15=-312/192, 8-15=-53/440, 8-13=14191625, 9-13=300/1006, 1.0-13=1921276 VOTES- 1) Unbalanced r f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; I MWFRS (enve ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 1) All plates are N � 20 plates unless otherwise indicated. 5) This truss has I 'en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=589, 12=589. -OAD CASE(S) i andard XCENSF \� / PE 7 051 �1 � I t � -O STATE OF IF 11) 6/0NAL �lII I I it1� f� ru-T ss russ ypT a �� PTy Pia" 1833 1833-B-LN A9G HIP 1 Job Reference (optional) J Southern Truss Co parties, Fort Pierce, Fi. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 212018 MiTek IndusVies, Inc Thu Aug 16 13:"..08 201a Page 1 I D:ny4imnjpmNj8mTQZIUjjwcynijv-MDxbjtpswMA?vMwOIVm316PkulAv?ZQWfME7zpynGuF 6-0-0 14 2-10 20-3-9 26-4-7 32-5-6 38-8 0 42-1-10 46 &-0 I _ 3-5-10 6-2-10 6-0-14 6-0-14 6-0-14-T-6-2-10--+ 3-5-10-4-6-6- 6 Dead Load Defl. = 9/16 in 5.00 12 6x9 2x4 11 4x8 = 5x6 = 2x4 11 4x4 = 6x9 = 4 5 6 7 8 9 10 � $ 2x4 4x7 �2x4 ;�l4x72 2 m 1 13 off' lc Lli 0 5x8 = 21 20 19 18 17 16 15 14 5x8 = 4x6 = 3x5 = 4x12 MT20HS- 2x4• II 3x8 = 3x6 = 3x5 = 4x6 = 48 = 400 MT20HS= 1-4-0 46-" 14-2-10 20-3-9 26�-7 32-5-6 38-6-0 45-4-0 4 -0-0 0-" 6-8-0 6-2.10 6-0-14 6-0-14 6-0.14 6-2-10 64;-D 1-" Plate Offsets ) , 1:0-3-2,0-3-0 , 1:0-0-14,Edge], [4:0-3-4,0-4-01, [10:0-3-4,0-4-0], CSI. [13:0-3-2,0-3-0], [13:1-3-3,Edge], [15:0-2-4,0-1-81, DEFL. in (loc) I/deft L/d [17:0-2-0,0-1-81, [20:0-3-00-2-0] LOADING (psf) SPACING- 2-M PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.85 17-18 >647 240 MT20 244/190 ITCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -1.20 17-18 >459 180 MT20HS 187/143 �BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.25 13 n/a n/a BCDL 10.0 Cdde FBC2017/TPI2014 Matrix-S Weight: 525 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP No.2 'ExceptTOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. T �T3: 2x6 SP No.2 BOT CHORD Rigid directly ceiling applied or 6-10-14 oc bracing. IBOT CHORD 2 1 WEBS 4 SP No.3 SLIDER L 2x6 SP No.2 2-0-1, Right 2x6 SP No.2 2-0-1 REACTIONS. �I(size) 1=0-8-0 (min. 0-1-8), 13=0-8-0 (min. 0-1-8) M x Horz1=60(LC 8) M x Uplift1=1530(LC 5), 13=1530(LC 4) M x Gravl=3349(LC 1), 13=3349(LC 1) FORCES. (lb) - Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. STOP CHORD 1 2=7560/3549, 2-3=7506/3554, 3-4=7690/3657, 4-22=10898/5256, 2-23=1089915257, 5-23=10900/5257, 5-24=10898/5255, 24-25=10898/5255, 25=-10898/5255, 6-26=12748/6131, 26-27=12748/6131, 7-27=12748/6131, r28=12748/6131, 8-28=12748/6131, 8-29=-12748/6131, 29-30=12748/6131, r30=-12748/6131, 9-31=-10892/5255, 31-32=10891/5255, 10-32=10890/5254, ,0-11=7691/3657, 11-12=7506/3554, 12-13=7560/3549 BOT CHORD 121=3181/68141 21-33=3305/7138, 33-34=330517138, 20-34=3305/7138, 19-20=6010N2734, 19-35=-6010/12734, 18-35=-6010/12734, 18-36=6010/12734, z6-37=-6010/12734, 37-38=-6010/12734, 17-38=-6010/12734, 17-39=-5134/10890, 16-39=5134/10890, 15-16=-5134/10890, 15-40=330317140, 40-41=3303/7140, 1) 41=3303/7140, 13-14=3179/6814 WEBS 21=238/531, 4-21=22/490, 4-20=2080/4308, 5-20=738/630, 6-20=2123/994, 1;18=0/519, B 17=-70 41614, 9-17=-999/2148, 9-15=1750/1104, 10-15=2078/4298, 10-14=22/491, 111-14=239/532 NOTES- T ) 2-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords co (lected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords I nnected as follows: 2x4 -1 row at 0-9-0 oc. Webs conne'ctc d as follows: 2x4 -1 row at 0-9-0 oc. ?)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 ha been connections a provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced f live loads have been considered for this design. 9) Wind: ASCE 7-0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=2'�3 ;q_ �. MWFRS Lumber DOL=1.60 (envel, pe); plate grip DOL=1.60 �\ ' i) Provide adequ drainage to prevent water ponding. plates, i) All plare ,te 0 plates unless otherwise indicated. PE 7 51 ►) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f i 3) Provide mocha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except ' b 13=1530. l f ontinued on page 2 �'0 `• STATE OF - I r_ A9G IHIP 1 2 (Job Reference NOTES- 9) Hanger(s) ther connection device(s) shall be provided sufficient to support concentrated load(s) 176 Ib down and 233 Ib up at 8-0-0, 107 Ib down and 150 Ib up at 10-0-12. 107 Ib down d 150 Ib up at 12-0-12, 107 Ib down and 150 Ib up at 14-0-12, 107 Ib down and 150 Ib up at 16-0-12, 107 lb down and 150 Ib up at 18-0-12, 107 Ib down and 150 Ib up at 20 0 2, 167 Ib down and 150 lb up at 22-0-12, 107 Ib down and 150 Ib up at 23-4-0, 107 lb down and 150 Ib up at 24-7-4, 107 Ib down and 150 Ib up at 26-7-4, 107 Ib down and 15 lb up at 28-7-4, 107 Ib down and 150 Ib up at 30-7-4, 107 Ib down and 150 Ib up at 32-7-4, 107 Ib down and- 150 Ib up at 34-7-4, and 107 Ib down and 150 Ib up at 36-7-4, and 1 6 Ib down and 233 Ib up at 38-8-0 on top chord, and 314 Ib down and 164 Ib up at 8-0-0, 80 Ib down at 10-0-12, 80 Ib down at 12-0-12, 80 Ib down at 14-0-12, 80 Ib down at 16 0-12, 80 Ib down at 18-0-12, 80 lb down at 20-0-12, 80 lb down at 22-0-12, 80 Ib down at 23-4-0, 80 Ib down at 24-7-4, 80 Ib down at 26-7-4, 80 lb down at 28-7-4, 80 Ib I wn at 30-7-4, 80 Ib down at 32-7-4, 80 Ib down at 34-7-4, and 80 Ib down at 36-7-4, and 314 Ib down and 164 Ib up at 38-7-4 on bottom chord. The design/selectiof such connection device(s) is the responsibility of others. LOAD CASE(S) 1) Dead + Roof Uniform Load Vert: Concentrated Vert: ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 (plf) 54, 4-10=54, 10-13=54, 1-13=20 is (lb) 29(F) 10=-129(F) 19=54(F) 21=314(1`) 20=54(1`) 5=107(1`) 6=107(F)18=54(F) 8=107(F) 17=-54(F) 9=107(F)15=54(F)14=314(F) 16=54(1`) 22=107(F) ) 24=-107(F) 25=107(F) 26=107(F) 27=-107(F) 28=107(F) 29=107(F) 30=107(F) 31=107(F) 32=107(F) 33=54(F) 34=54(F) 35=54(F) 36=54(F) 37=-54(F) 39=54(F) 40=54(1`) 41=54(F) _4SIi� PE 51 _ STATE Of ZZ RI J6-0 1 russ FUSS ypi e — - — --Miry [Fly Plan 1833 I 533-6 �N 1BiG COMMON 1 Z Job Reference (optional) Southen Truss Co parries, Fort Pierce, Fl. 34951 Run: 8.220 s Jul 212018 Print. 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 13:27:09 2018 Page 1 ID:ny4imnjpmNj8mTOZIUjjwcyn ljv-qPV-xcgVhglsXVWasCllaKyg56UtkOrfuOzh VGynGuC 4-8-12 8-1-8 9 11-3-0 —T 14-4-8 17--4 22=6-0.__� 4-8-12 -12 3-1-8 3 1 8 3 4-12 4-8-12 7x8 MT20HS= Dead Load Defl. = 3116 in 4 5.00 12 4x4 5 3x7 3 5 4x9 - 4x9 W 2 6 3x4 3x4 rl a I a a ` aQ a 13 12 11 10 9 8 o- o- 3x4 = 4x9 x9 = 5x12 MT20HS= 3x6 11 6x8 MT20HS= 10x10 = 7x6 = 2x4 11 7x6 = 1-M 4-8-12 8-1 8 11-3-0 14-41 17-9-4 21 6 0 22-" 1-0-0 3 8 12 3'12 3 1 8 3-1-8 3 4-12 3-8-12 1 0-0 Plate Offsets (X _ )- [1:0-5-6,0-2-8], [1:1-2-1,0-2-6], [2:0-1-8,0-1-8], [3:0-0-12,0-1-8], [4:0-4-0,0-2-0], [5:0-2-12,0-1-8], [6:0-1-0,0-1-12], [7:0-4-12,0-3-3], [7:0-8-10,Edge], [9:0-3-0 ,0-4-121, [12:0-3-0,0-4-121, [13:04-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.27 9-10 >979 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.42 9-10 >622 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 286 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins. T :2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. BOT CHORD 2 6 SP M 26 WEBS 2 {t SP No.3 *Except• 1:2x4'SPM31 SLIDER L tft 2x4 SP No.3 3-9-15, Right 2x4 SP No.3 3-9-15 REACTIONS. (size) 1=0-8-0 (min. 0-3-9), 7=0-8-0 (min. 0-2-9) x Horzl=84(LC 27) :Rx Upliftl =-31 01 (LC 6), 7='-2489(LC 9) iv �x Gravl=8568(LC 1), 7=6211(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=18817/6821, 2-3=15379/5735, 3-4=-12131/4722, 4-5=-1212714721, =14880/5996, 6-7=14765/5905 BOT CHORD -14=-6284/17213, 13-14=-6284/17213, 13-15=6284/17213, 12-15=-6284/17213, 2-16=5252/14196, 11-16=5252/14196, 11-17=-5252/14196, 10-17=5252/14196, 0-18=-5405/13719, 9-18=5405/13719, 8-9=-5356/13488, 7-8=5356/13488 WEBS 1 O=3507/9088, 5-10=3719/1835, 5-9=170013602, 6-9=-360/434, 3-10=- 417/1489, 12=-1330/4249, 2-12=3477/1186, 2-13=965/3171 f NOTES- 1) 2-ply truss tot, connected together with 10d (0.131 "x3") nails as follows: Top chords co nected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at G-3-0 oc. Webs connect d as follows: 2x4 -1 row at G-9-0 oc. 2) All loads are c nsidered 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 h we been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced rc f live loads have been considered for this design. 4) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are IT20 plates unless otherwise indicated. 3) This truss has 7) Provide mech )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt-Ib) 1=31 ,\ 3) Hanger(s) or oInd her connection devices) shall be provided sufficient to support concentrated load(s) lb down and 560 lb up a � �XGENSc^`� 1613 lb down 539 lb up at 4-5 4, 1613 lb down and 518 Ib up at 6-5 4, 1613 lb down and 540 lb up at 8-5�, 1613 lb down grad 56f b up at 10-5-4, nd 1652 lb down and 714 lb up at 12-5-4, and 3436 lb down and 1664 lb up at 14-4-8 on bottom chord. The PE 7 051 1 clesigniselectic fr of such connection device(s) is the responsibility of others. f l [ LOAD CASE(S) ;ontinued on S,tandard 2 �'O STATE 01= j pag RiD S/ONAI- �/111111�� �.�,- BIG COMMON 1 s Jul 21 2018 Print LOAD CASES Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa � (plo Vert: -4=54, 4-7=54, 1-7=20 Concentrate Loads (lb) Vert: 3436(E) 13=1613(B) 14=1622(B) 15=1613(13) 16=1613(13) 17=1613(13l) 18=1652(B) \\\\�o1 l bI I lEiL ///�/� i / PE7 51 r -o STATE OF //� %NI i ?au jTruSS I fuss ype -OF-1 ty i fir- Plan 1833 %8-1 B-LN • I B2E IGABLE Job Reference optional _ Southern Truss ipanies, Fort Pierce. Ff. 34951 Run: 8.220 s Jul 21 2018 Print: 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16-13:27:09 2018 Page 1 W ID:nv4imnjpmNj8mTOZiUjjwcynljv-qPV xcgVhg!sXVasCllaKy?w6e8kBtfuOzhVGynGuG 11-3 0 22-" F--- -- —� 11-3-0 11-3-0 4x4 = 6 T • 5.00 Fiff 5 7 4 8 3 9 c T 2 T T4 10 T T ,T T T T 11 1 n IT n nRP n _ ITO 3x4 = 3x4 = 21 20 19 18 17 16 15 14 13 12 3x4 = 1-0-0 , 22-&0 1 D 0 21-6-0 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.01 12 n/a n/a BCDL 10.0 Cgde FBC2017/TP12014 Matrix-S Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-M oc purlins. BOT CHORD 2 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 SP No.3 REACTIONS. All bearings 20-6-0. ,lb) - N Rx Horz21=86(LC 10) IV x Uplift All uplift 100f lb or less atjoint(s)17:19, 20, 15, 14, 13 except 21=123(LC 8), 12=127(1-C 9) x Grav All reactions 250 lb or less at joint(s) 17, 19, 20, 15, 14, 13 except 16=304(LC 1), 21=351(LC 17), 12=351(LC 18) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ybl 2=114/264, 10-11=111/264 WEBS 16=263/0 NOTES- 1) Unbalanced n 2) Wind: ASCE.i MWFRS (env, 3) Truss design End Details a1 4) All plates are 5) Gable studs s 6) This truss has 7) Provide meth except at --lb): 8) Non Standard LOAD CASE(S) 3f live loads have been considered for this design. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; ope); Lumber DOL=1.60 plate grip DOL=1.60 J for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable applicable, or consult qualified building designer as per ANSI/TPI 1. K4 MT20 unless otherwise indicated. aced at 2-M oc. >een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 19, 20, 15, 14, 13 1=123, 12=127. >eariAg condition. Review required. I russ -- toss ype ---71'y-- ly Plan 1833 ~-- 183'-B-LN— iC1 - I HIP - 1 �--- � I Job Reference (optional____ em Truss Co panies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 13:27:09 2018 Page 1 ID:ny4imnjpmNj8mTQZIUbwcynljv-gPV_xCq VhglsXW VasCl IaKyue6RykAGfuOzhVGynGuC _ 7-2-11 10-0-0 12 0 0 14-9-5 22-M --� —� 7-2-11 2-9-5 2-0-0 2-&5 7-2-11 Dead Load Defl. = 5/16 in 4x4 = 4x4 = 3 4 I 5.00,12 1x4 �� 1x4 // 2 5 9 I'OI v 2 76 1 e 3x4 = e ;ie e 8 7 e tr 3x4 = li x9 1i 5x7 = 3x4 = 3x9 11 HUM 10." t2_ 2048-0 21 22-0-0 1-0-0 8-8-0 2.0-0 8484 1-0-0 Plate Offsets (X Y — [1:0-1-14,0-0-21, [1:0-0 ,1-3-21, [6:0-0-0,1-3-21, [6:0-1-14,0-0-21, [8:0-3-8,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.27 6-7 >963 240 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.56 1-8 >460 180 BCLL 0.0 I Rep Stress Incr YES WB 0.14 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 97 lb FT = 20% (LUMBER- BRACING - TOP CHORD 2- SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc puriins. BOT CHORD 2x SP I BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x SP No.3 WEDGE Left: 2x6 SP No. Right 2z6 SP No.2 (REACTIONS. I(size) 1=0-8-0 (min. 0-1-8), 6=048-0 (min. 0-1-8) M° x Hors 1=76(LC l l) M °x Uplift1=265(LC 8), 6=-265(LC 9) M °x Gravl=789(LC 1), 6=789(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _2=1428/476, TOP CHORD 2-3=1167/363, 34=1033/338, 4-5=-1167/363, 5-6-1428/477 18=-434/1264, BOT CHORD 7-8=207/1033, 6-7=358/1264 WEBS I8=369/327, 3-8=-150/375, 4-7=151/375, 5-7=369/327 NOTES - ';I) Unbalanced ro5f live loads have been considered for this design. 2) Wind: ASCE 7.1 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enve ope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ ate drainage to prevent water ponding. 4} This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=265, 6=265. Indard LOAD CASE(S) V\t-gL��� i i 1 PE 7 051 1 4 I STATE OF f � 9Rtiv��� �F ��• r� Jbb Truss Iuss I ype ty y Plan 1833 1933-B-�N �C2 HIP 1 1 Job Reference (optional) ? SouLhem Truss Cor parties, Forl Pierce, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 13:27:10 2018 Page 1 ID:ny4imnjpmNj8mTQZIUjjwcynljv-Ib3M8Yr7Szg8g4mQvpX6XU?W gfreop6gjE2iynGuF 8-0-0 , 14-0-0 , 22-0-0 r--- 8-M - 6-0-0 --� 8-0-0 Dead Load Defl. = 3116 in 4x5 = 4x8 = II 2 3 5.00 t2 1IV,m of 4 _ Bi B2 I4 6 6 o 7 6 5 e t 3x4 = 3xc II 3x4 = 3x4 = 1x4 II 3x9 II 1-0-0 -0 14-0-0 20-8-0 2,1022-0-0 1-0-0CI 1 6-8-0 6-0-0 6-8-0 M1-0.0 Plate Offsets QX 1:0-0-0,1-3-2 11:0-1-14,0-0-2],[2:0-2-12,0-2-4],[3:0-5-4,0-2-0],[4:0-1-14,0-0-2],[4:0-0-0,1-3-2] LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.13 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.29 4-5 >871 180 BCH 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017IfP12014 Matrix-S Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x BOT CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied. SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: M SP No.2 )REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 4=0-8-0 (min. 0-1-8) M'ax Horz1= 61(LC 11) M x Uplift1=-246(LC 8), 4=246(LC 9) M x Gravl=789(LC 1), 4=789(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=1398/437, 2-3=12291449, 3-4=1397/438 BOT CHORD 7=330/1222, 6-7=-325/1229, 5-6=325/1229, 4-5=-328/1222 (WEBS '7=0/290, 3-5=0/290 INOTES- 1) Unbalanced rc f live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env lope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. ,4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)ProvidernechE ical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (it --lb) 1=246, 4=246. (LOAD CASE(S) tandard I 51 i yPE7 STATE V f -Po R]v Ci --- ---- T'U5S ------�^r1155 1 y� eOty IPly Plan 1833 -- 1833-B-LN ' IC3G n IHIP 1 Job Reference o tional) Soutt+em Truss Coi -- panies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print: 8.220 s Jul 212018 M7ek Industries, Inc. Thu Aug 16 13:27:10 2018 Page 1 1D:ny4imnjpmNjBmTQZIUhwcynljv-Ib3M8Yr7SzQj8g4inQvpX6XU7RWszTXKp6gjE2iynGuF 1-4-0 6-0-0 I 11-0-0 , 16-0-0 � 20.8-0 i 22-0-0 I ~ 1-" _ _ 4-8-0 5-" 5-0.0 4-8-0 1-0-0 Dead Load Defl. = 1116 in 4x4 = 3x8 = 4x4 = i 5.00 12 3 4 5 2 d 2 6 N 1 — 7 ���� � �IQ 3x4 = e 6I' 12 11 10 9 ee s 3x4 = o 4 1 �� 4x8 = 1x4 II 3x4 = 4x8 = 4 8 6-1 11-0-0 16-M 20-8-0 21 22-0-0 1-0-0 J 4-8-0 5-0-0 5-M 4-0-0 Plate Offsets X 8:0-2-8,0-1-8 , 8:0-0-11,0-1-10 , 9:04-0,0-1-12 12:04-0,0-1-12 , 13:0-0-11,0-1-10 , 13:0-2-8 0-1-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.12 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.17 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 '4 SP Ni TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc puriins. BOT CHORD 2 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. WEBS 2 4 SP Ni i REACTIONS. (size) 13=0.8-0 (min. 0-1-8), 8=0-8-0 (min. 0-1-8) Iv ax Horz 13=46(LC 8) ' IV ax Uplift13=534(LC 8), 8=-53319) IV ax Gi 3=114611), 8=1141 1) FORCES. (Ib) - ax. Comp./Max. Ten. - All forces 250 1 or less except when shown. TOP CHORD -3=1813/911, 3-14=1640/867, 14-15=1639/867, 4-15=1639/867, 4-16=1640/867, 6-17=-1640/867, 5-17=1640/867, 5-18131910 BOT CHORD 2-18=109812243, 18-19=1098/2243, 11-19=1098/2243, 10-11=1098/2243, 0-20-1098/2243, 9-20=-1098/2243 WEBS -12=-5/394, 4-12=713/365, 4-11=0/309, 4-9=712/365, 5-9=5/394, 2-13=1025/560, I -12=-681/1414, 6-8=1026/559, 6-9=681/1414 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCi i=0.18; MWFRS (env lope); Lumber DOL=1.60 plate grip DOL=1.60 13) Provide adeq ate drainage to prevent water ponding. 14) This truss habeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15) Provide methinical 1�1� connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 13=534, 8=533. 6) Hanger(s) or Cher connection device(s) shall be provided sufficient to support concentrated load(s)166 lb down and 246 lb up at 1155 lb down and 1 7 lb up at 8-0-12, 55 lb down and 107 lb up at 10-0-12, 55 lb down and 107 lb up at 11-11-4, and 55 lb down and 107 lb up at 13-11-4, a tl 166 lb down and 246 lb up at 16-0-0 on top chord, and 84 lb down at 6-0-0, 41 lb down at 8-0-12, 41 lb down at 10-0-12, 41 lb down at 11-11-4, and 41 lb down at 13-11-4, and 84 lb down at 15-11-4 on bottom chord. The design/selection of such connection device(s) is thi responsibility of others. 7) In the LOAD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) , ' tandardUn Deillld + Roof 11) Ivel (balanced): Lumber Increase=1.25, Plate Increase=1.25 \\\`w aa N't , �jL Vert 1 Concentrated 3=54, 3-5=541 5-7=54, 1-7=20E ;loads (Ib) \�\G NSA ! Vert: 3 119(B) 5=119(B)10=27(B)12=-49(B) 9=-49(B)14=-55(B)15=55(B)16=55(B)17=55(B) 18=27(B)19=27(EttZ i PE 76D51 l 20=2 / ti i(B) Ur .�-6 1 _ 1 STATE OF 0S/0NA; � �1 -l`russ ---- russ I ype — ty --TP y Plan 1833 I .33-6-LN CJ6 JACK 2 i - b Reference (optional) .5outhem Truss Con ---�_ anies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 13:27:10 2010 Page 1 ID:ny4imnjpmNj8mTQZIUjjwcynljv-Ib3M8Yr7SzQj8g4mQvpX6XU6d WxrTeTp6gjE2iynGuF 1-9-14 4-5-11 8-4-5 r -- 1-9-14—� 2-7-13 3-10-10 T 3.54 12 T1 2 W1 1 131 2x4 — 4 � p 5 2x6. 11 1 4 4 84-5 1-4-4 7-0-2 (Plate Offsets ., 2:0-0=8,0-1-12 ; 5:0-1-10,1-8-6 , 5:0-M 0-1-12 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.53 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.10 4-5 >796 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) .-0.03 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 26 lb FT = 20% LUMBER- IBRACING- 70P CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x.1', SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. size) 3--Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1-8) M x Horz5=123(LC 4)' M ix Uplift3=125(LC 4), 5=166(1_C 20) M °x Grav3=141(LC 1), 4=99(LC 3), 5=254(LC 1) FORCES. (Ib) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS =5=263/275 NOTES - Wind: ASCE 7 MWFRS (enve 2) This truss has 3) Refer to girder Provide mechE 5=166. 5) Hanger(s) or o lb down and 1' at 2-11-0, 71 1 design/selectic ) In the LOAD C LOAD CASE(S) 1) Dead + Roof L Uniform Loads Vert: 1 Concentrated I Vert: 6 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; pe); Lumber DOL=1.60 plate grip DOL=1.60 :en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 3=125, er connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30 lb up at 2-11-0, and 26 lb down and 52 lb up at 5-8-15, and 26 lb down and 52 lb up at 5-8-15 on top chord, and 71 lb up up at 2-11-0, and 5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 5-8-15 on bottom chord. The of such connection device(s) is the responsibility of others. SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 1-4=20 B=36) 8=94(F=47, B=47) PE 7 51 r t STATE OF S/ONAL 111I111� —(i rruss 1 russ r' pe --- ty y Plan 1833 (JACK CJ8 3 1 I _�_ Job Reference (optional -_ rUss mpanies, Fort Pierce, Fi. 34951 Run: 8.220 s Jul 212018 Print 8220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 13:27:112018 Page 1 ID:ny4imnjpmNj8m—i QZIUj wcynljv-modkMuslCHYamgfz_dKmf1113wENC4TyLKSna8ynGuE 1-9-14 7-5-15 11-2-4 I 1-9-14 5-8-1 �— 3-8-5 3.54 12 3x4 Ni W2 1 2 3 1 a� 3x4 = 6 o• 7 g 1x4 II 8 5 3x6 11 3x4 = I 1-9-14 7-5-15 11-2•4 1-9-14 5$1 3g5 Plate Offsets X Y, 2:3-",0-1-12 , :0-1-6,1-7-10 , 8:0-0-0,0-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.06 6-7 >999 180 BCH 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Cdde FBC2017/TPI2014 Matrix-S Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 4 SP No.3 REACTIONS. ((size) 4=Mechanical, 8=0-11-5 (min. 0-1-8), 6=Mechanical ax Horz8=164(LC 20) ax Uplift4=-79(LC 4), 8=200(LC 4), 6=147(LC 4) ax Grav4=99(LC 1), 8=370(LC 1), 6=289(LC 1) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=362/152, 2-9=-414/186, 9-10=418/195, 3-10=375/187 BOT CHORD -8=145/365, 8-12=255/365, 12-13=255/365, 7-13=255/365, 7-14=2551365, 11 14=-255/365 WEBS -8=279/227, 3-6=-432/302 NOTES- 1) Wind:•ASCE:7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=1b) 8=200, 6=147. II i) Hanger(s) or o er connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 ib up at 2-11-0, 30 lb down and 1 0 lb up at 2-11-0, 26 lb down and 52 lb up at 5-8-15, 26 lb down and 52 lb up at 5-8-15, and 58 lb down and 107 lb up at 8-0-14, and 58 (b down and 107 lb up at 8-6-14 on top chord, and 71 lb up at 2-11-0, 71 lb up at 2-11-0, 5 lb down and 2 lb up at 5.8-15, 5 lb down and Ib up at 5-8-15, and 26 lb down at 8-6-14, and 26 lb down at 8-6-14 on bottom chord. The design/selection of such connection de ce(s) is the responsibility of others. i) In the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .OAD CASES) tandard Dead + Roof Lye (balanced): Lumber Increase=1.25, Plate Increase=1.25 Un'Ifom, Loads p Vert: 1 Concentrated ,4=54, 1-5=20 \`111 Vert. 9 Qads (lb) \�\\ 11. gC I72(F=36, B=36) 11 =-65(F=-33, B=-33)12=94(F=47, B=47)14=37(F=-19, B=19) \\\��7____ �NCENSF.`���� i PE7 051 i STATE OF j RID NAL A1, Icy i I cuss iTruss Type Plan 1833 — �833-B-LN iD1E (GABLE 1 1 L Job Reference o tional I ' - P- � ISoutnem Truss Corn ----- - - - . Hies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 212018 Print: 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 13:27:11 2018 Page 1 ID:ny4imnjpmNj8mTOZIUjjwcynljv-modkMuslCHYamgfz dKmfl1LKwKiC6ByLKSna8ynGUE 5-4-0 I 10-8-0 �-- 5-4-0--- 5-4-0 4x4 = 3 I 5.00 12 I 1x4 II 41x4 II 2 i 1 T1 N ST2 ST1 ST1 I1 1 5 L 1� 3x4 — 3x4 = I 8 7 6 I 1x4 1 1x4 ,i 1x4 11 I 1 I---1-0-01 10-8-0 -- 9-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 40 lb FT = 20% i LUMBER- BRACING - TOP CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-M oc purlins. BOT CHORD 2x SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x I SP No.3 REACTIONS. size) 7=8-8-0 (min. 0-1-8), 8=8-8-0 (min. 0-1-8), 6=8-8-0 (min. 0-1-8) M x Horz8'41(LC 8) M "x Uplift7=-19(LC 8),'8=160(LC 8), 6=-161(11C 9) M Iix Grav7=226(LC 1), 8=348(LC 17), 6=348(LC 18) FORCES. (lb) - ax. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 112=92/2821 4-5=91 /282 NOTES - Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7 '10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enve pe); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable studs sp , ced at 2-0-0 oc. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) Provide mecha' ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=1b) 8=160, 6=161. Non Standard condition. Review required. OAD CASE(S) hearing tandard i I \� \,xCEN&F���� PE 7 51 i �-6 I STATE OF J� %° fi1��v, z�`���� Al\�\ I'll 1P.31.6-1-N ! D2 !COMMON 2 7 I ' Kun: 8.220 s Jul 21 2018 Pnnt 8.220 s Jul 21 201B MiTel ID:ny4imnjpmNj8mTQZIUbwcynljv-modkMuslC 3-0-0 6-0-0 3-0-0 3-0-0 44 = 5.00 12 2 I 2x4 11 2x4 11 3-0-0 6-M 3-M 3-M LOADING(psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.20 DEFL. in Vert(LL) -0.01 (loc) I/defl L/d 5 >999 240 PLATES GRIP MT20 244/190 ,TCDL 7.0 IBCLL 0.0 Lumber DOL Rep Stress Incr 1.25 YES BC 0.15 WB 0.03 Vert(CT) . -0.03 Horz(CT) 0.00 5 >999 180 4 n/a n/a IBCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x BOT CHORD 2x 4 SP No.2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2A SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (size) 6=0-8-0 (min. 0-1-8), 4=0-8-0 (min. 0-1-8) M'x Horz6=-22(LC 11) M'�x Uplift6=-69(LC 8), 4=-69(LC 9) MIX Grav6=211(LC 1), 4=211(LC 1) FORCES. (lb) - I ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. (NOTES- 1) Unbalanced ro if live loads have been considered for this design. 2) Wind: ASCE 7 ;I 0; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; i MWFRS (enve ope); Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has ieen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. LOAD CASE(S) tandard i I I PE 7 51 -0 STATE OF j P� v ` �z�`��: 706-- Truss cuss ype -- y P1�PIan 1833 183`3-B-LN Lj J2 'JACK 10 I 1 _ __� _��._ Job Reference (optional) outh Sem Truss Co pas, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print' 8.220 s Jul 21 2018 M7ek Industries, Inc. Thu Aug 16 13:27:11 2018 Pagel ID:ny4imnjpmNjBmTQZI Ujjwcynljv-modkMuslCHYamgfz_dKmfl1 OYwLaC6dyLKSnaBynGuE 2-0-00 1-4-0 0-8•0 1 5.00 22 2.6 11 2 I T1 1 W1 B1 1 r 2x4 _ Q° 5 1 0 0 2-0-0 1-0-0 1-0-0 Plate Offsets X,' 2:0-0-12,0-1-12 2:0-1-11,1-2-8], (5:0-0-0,0-1-12] LOADING(psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 SP No.3 REACTIONS. ((size) 3=Mechanical.4=Mechanical.5=041-0 /min.0-1-At M x Horz5=43(LC 8) ' ' M 31'x Uplift3=34(LC 1), 4=-43(LC 1), 5=66(LC 8) Mix Grav4=5(LC 8), 5=223(LC 1) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. !NOTES- 11) Wind: ASCE 7 , 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (enve Iope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to'girder s) for truss to truss connections. 4) Provide mech " icai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. LOAD CASE(S) tandard I PE 51 -o STATE OF ; = s&/ANAL l/11111t�� a l„ ;?35-B-LN Southern Truss Cc A 5 0 1-4-0 Plate Offsets X, 2:0-0-12,0-1-12 , 5:0-1-8,1-2-05:0-M,0-1-12 ILOADING(psf) I SPACING- 2-M CS1. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 1TCDL Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a IBCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 13 lb FT = 20% (LUMBER- �J BRACING - TOP CHORD SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-M oc purlins. !BOT CHORD 2A SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. ((size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) M x Horz5=83(LC 8). M Bix Uplift3=59(LC 8), 5=-66(LC 8) M x Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) I FORCES. (lb) -I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 71 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enve ope);,Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder s) for truss to truss connections. 4) Provide mechz i'li ical connection (by others) of truss to bearing plate capable.of withstanding 100 lb uplift atjoint(s) 3, 5. LOAD CASE(S) tandard i \��111tlllfl//�7�� PE 7 51 i STATE OF i � j_ ���/ssZONAL 5t+G5-3-LN c 0 JACK 12 1 Job Reference o tionalZ_ 8.220 s Jul 212018 Print: 8.220 s Jul 212018 MiTek lnlndust I D: ny4imnjpm Nj SmTOZI Ujjwcynljv-E_B6ZEtNzbgRO 6-0-0 1-M Plate Offsets X Y 2:0-0-12,0-1-12 5:0-1-8,1-2-01,[5:0-0-0,0-1-121 LOADING (psl) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Cdde FBC2017/TP12014 Matrix-P Weight: 19 lb FT = 20% 'LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) ax Horz5=124(LC 8) , IV ax U plift3=1 04(LC 8), 5=85(1-C 8) 11 IV ax Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) - Lax. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7'I10* Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 3) Refer to gird e s) for truss to truss connections. 4) Provide meth it ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=1b) 3=104. LOAD CASE(S) tandard PE 51 i STATE OF f �4C,� i 111111\ Job —.-- 1 M-B-LN - JACK 1 I 1-4-0 — 1-4-0 Dead Load Dell. = 1 /8 in 2x4 ° C 5 2x6 11 I 1 0 0 8-0-0 1-0-0 7-0-0 Plate Offsets X Y 2:0-0-12 0-1-12 , 5:0-1-8 1-2-0 5:0-0-0 0-1-12 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in Qoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.10 4-5 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.18 4-5 >444 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Cdde FBC20171TP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2),1 BOT CHORD SP No.2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2), SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) ax Horz5=165(LC 8) , O x Upli*t 147(LC 8), 5=106(LC 8) bx Grav3=161(LC 1), 4=120(LC 3), 5=353(LC 1) I FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NEBS 5=319/300 VOTES- 11) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env ope):Lumber DOL=1.60 plate grip DOL=1.60 1->) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder s) for truss to truss connections. 1) Provide mechE 'nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=147, 5=106. I I _OAD CASE(S) 13tandard I PE 76051 i STATE OF j 410 .u-b _- sType �ty -Ply IPlani833 doss-B-LN —�russ V12 - _ -- T111"USL EY j, 7 I —� lJob Reference o fional 5.00 12 1 ­ io inn ert mousines, Inc i nu „ug io u:x d e is rage I ID:ny4imnjpmNjBmTOZIUjjwcynljv-E_B6ZEtNzbgRO_PXKr . CyaSXJajxZK6a_CL6aynGuD 12-M 4x4 = 2 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-S 3 3x4 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2Y4 SP II BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 SP No.3 REACTIONS. li(size) 1=12-0-0 (min. 0-1-8), 3=12-0-0 (min. 0-1-5), 4=12-M (min. 0-1-8) Max Horz1=40(LC 10) M x Upliftl=-78(LC 8), G=-85(LC 9), 4=115(LC 8) Max Grav1=175(LC 17), 3=175(LC 18). 4=439(LC 1) ORCES. (lb) - III ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. MEBS L4=288/159 1 VOTES- 1)Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7'i10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env Dope); Lumber DOL=1.60 plate grip DOL=1.60 13) Gable requiresiicontinuous bottom chord bearing. 1t) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide meth 7ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3 except (jt=lb) 4=115. _OAD CASE(S) tandard i i \�NN VAGENS' \'. r PE 7-051 nx -O STATE OE / 'Q� °,� •� _ Rives.' _ 11111 I It1� truss ITruss I ype iZZTty Ply Plan 1833 1Su3B-LN • I V16 I VALLEY 11 i 1 1 I IJob Reference o tionaj)_ _ Sou Siam Truss _ panies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 21 2018 MTek Industries, Inc. Thu Aug 1613:27:12 2018 Page 1 ID:ry4imnjpmNjBmTQZIUjjwcynljv-E_B6ZEtNzbgRO_E9XKr?CyaWAJWF6a CL6aynGu[ 8-0-0 16-0-0 � _ — ------ 8-0-0 ----- — 8-0-0 -- ---I 4x4 = 3 I � 5.00 F12 U4 II I 1x4 II T T1 4 T T ' 1 5 Ll on 3x4 �' 8 7 6 U4 11 U4 II 1x4- 11 3x4 - 16-0-0 - - 16-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 1, Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 1 Code FBC2017lfP12014 Matrix-S Weight: 55 lb FT = 20% LUMBER- BRACING- I4 TOP CHORD SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2). SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' OTHERS 2 SP No.3 REACTIONS. IAII bearings 16-0-0. (lb)- IV ax Horzi=55(LC 11) ax Uplift All uplift 100'Ib or less atjoint(s)1, 5, 7 except 8=175(LC 8), 6=175(LC 9) IV /ax Grav All reactions 250 lb or less at joint(s)1, 5 except 7=262(LC 1), 8=318(LC 17), 6=318(LC 18) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph, TCDL=42psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; End., GCpi�.18; lope); MWFRS (env Lumber DOL=1.60 plate grip DOL=1.60 3) Gable require continuous bottom chord bearing. 4) This truss has y1een designed for a 10.0 psi bottom chord live load nonconcurrent vrith any other live loads. 5) Provide mechi niceI connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5, 7 except at --lb) 8=175,6=175. -OAD CASE(S) tandard PE 7 51 �� �O � • STATE OF j � �� \\� NA . j 2� _,y Illy 1 1 1 I1s3�-r3-�N ` SouKhem Truss 9-10-0 9-10-0 5.00 12 1x4 II 2 a 3x4 4x4 = 3 7 .5x4 = Zuit3 YnnC u. uu s JUI 2i 2016 MiTek Industries. Inc. Thu Auq 16 13:27:13 2018 Page 1 njpmNj8mTQZIUjjwcynljv-jAlUnat?kuoH?8oL52MEkA6epjyig?EFpexuel ynGu 9-10-0 U4 11 4 3x4 :- j Plate Offsets I " :0-2-00-3-0 19-8-0 �LOADING(psf) SPACING- 2-M I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 iTCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a n/a !BCDL 10.0 Cdde FBC2017/TP12014 Matrix-S Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 30T CHORD 2x 'OTHERS SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2x SP No.3 !REACTIONS. k1l bearings 19-8-0. (lb) - M x Horz 1=-09(LC 9) Mix Uplift All uplift 100 lb or less atjoint(s)1, 5 except 8=225(1_13 8), 6=-225(LC 9) M 31 ix Grav All reactions 250 lb or less atjoint(s)1, 5, 7 except 8=416(LC 17), 6=416(LC 18) FORCES. (lb) - Kax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. iMEBS 2 8=299/267, 4-6=-299/266 VOTES- 1) Unbalanced ro' f live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enve ope); Lumber DOL=1.60 plate grip DOL=1.60 3/ Gable requires Cdntinuous bottom chord bearing. 1) This truss has 'een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mecha ° ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except at --lb) 8=225 6=225. _OAD CASE(S) �pndard ����\\A�, Mi- BL / PE 7 51 STATE OF j Q- zz �j0.c� :c Rlv��'�� 5 t. 8`s3-i3-LN Y V3 VALLEY J-:1[�yly Plan 1833 1I Job Referenc 2x4 LOADING (psf)l I SPACING- 2 0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 D D BCDL 0.0 IRep SsIncrYES B 0 BCDL 10.0 P1 Matrix-P a LUMBER - TOP CHORD 2' 4 SP No.3 BOT CHORD 24 SP No.3 WEBS 2 4 SP No.3 i REACTIONS. (size) 1=3-0-0 (min. 0-1-8), 3=3-0-0 (min. 0-1-8) ax Horz1=44(LC 8) ax Uplifts=-24(LC 8),,3�42(1-C 8) ax Grav1=79(LC 1), 3=79(LC 1) FORCES. (lb) 4ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Run: 6.220 s Jul 21 2018 Print: 8.220 s Jul 21 21 ID:ny4imnjpmNj8mTQZlUjjwcynljv j 3-0-0 2 3 2x4 ;I DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 2441190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env lope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable require continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3. LOAD CASE(S)I'Standard PE7 051 -O STATE OF ll fF /11111t1 �� ' t rUSS ype 1 B33 III 1833-B-Llv V4 VALLEY 1 _ -- -- Job Reference optional_ Sou-ihem Truss Co parries, Fort Pierce, FI.34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 212018 MTek Industries, Inc. Thu Aug 16 13:27:13 2018 Page 1 I D:ny4imnjpmNjBmTQZIUjjwcynijv-jAlUnat?kuoH?8oL52MEkA61Xj? 1 gOTFpexue1 ynGul ~-- 24)-0 4 0- _ 2-M 2-0-0 —� 3x4 = 5.00 12 2 1 � — T l T1 3 i 2x4 w� 2x4 4-0-0 4-0-0 (Plate Offsets X 2:0-2-0,Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TICLL 2.0.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Ho,-z(CT) 0.00 3 n/a n/a BCDL 10.0 Cdde FBC2017/TP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER - TOP CHORD BOT CHORD I - REACTIONS. I FORCES. (ID) - M NOTES- 1) Unbalanced ro 2) Wind: ASCE 7- MWFRS (envel 3) Gable requires 4) This truss has 5,) Provide mecjla I LOAD CASE(S) 5! SP No.3 SP No.3 ze) 1=4 0 0 (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Horzl=-10(LC 9) Upliftl=-33(LC 8), t3=33(1-C 9) Gravl=94(LC 1), 3=94(LC 1) K. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. live loads have been considered for this design. ); Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; )a); Lumber DOL=1.60 plate grip DOL=1.60 xltinuous bottom chord bearing. an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. NN P� E9 i cEN PE 7-6051 STATE 0. 1 t 18�338-LN y i Southern Truss G LOADING (psf) TCLL 20.0 TCDL 7.0 BCL.L 0.0 BCDL 10.0 I,,... i yyc V5 VALLEY i Viyjly IPlan 1833 �1 1_job F Pierce, Fl. 34951 Reference o tiona�_ Run: 0.220 s Jul 21 201 B Print 8.220 s Jul 21 2018 MiTek Indusim ID:ny4imnjpmNj8mTQZIUbwcynljv jAlUnat?kuoH?I 5-0-0 5-O-0 2 3 2x4 2c4 1 1 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 CS1. TC 0.45 BC 0.35 DEFL in (loc) I/deft Vert(LL) n/a - n/a Vert(CT) n/a - n/a Ud 999 999 PLATES GRIP MT20 244/190 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a Code FBC2017ITP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP No.3 TOP CHORD Structural wood sheathing directly applied or 54)-0 oc pudins, except BOT CHORD 2x SP No.3 end verticals. WEBS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. size) 1=5-0-0 (min. 0-1-8), 3=5-0-0 (min. 0-1-8) M Horc1=85(LC 8) M z Upliftl=-46(LC 8), G=-82(LC 8) M it Gravl=153(LC 1), 3=153(LC 1) FORCES. (lb) - lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envel ;pe); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires ntinuous bottom chord bearing. 3) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mecha Ical connection. (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. '_PAD CASE(S) ndard i I I VN P E 7M. 051 i STATE OFNAL N111111t10 <)4 i-1- JDO -- � i Rai.:-B-IN 7 I ! 5 3 I 5 4 II 2x4 u= 1x4 if 2,4 !i i LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 n/a n/a ' BCDL 10.0 11Code FBC2017/rP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2 NEBS 4 SP No.3 SP No.3 end verticals. 4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. HERS 2 4 SP No.3 i REACTIONS. (size) 1-7-0-0 (min. 0-1-8), 4=7-0-0 (min. 0-1-8), 5=7-0-0 (min. 0-1-8) Max Horz 1=126(LC 8) , M' x Uplift4=-52(LC 8), 5=152(LC 8) M' x Grav 1=70(LC 1), 4=98(LC 1), 5=285(LC 1) -ORCES. (lb) - ,I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4OTES- 1) Wind: ASCE 7110; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env6 lope); Lumber DOL=1.60 plate grip DOL=1.60 t) Gable require (continuous bottom chord bearing. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) Provide methical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 5=152. .OAD CASE(S) tandard I I I I N i PE"OF/ -13 STA� JOTS-- cuss rruss TYPE Oty I1 y IPIan 1833 � , 1833-B-LN V8 VALLEY 1 I Job Reference o tional)_ J Southern Truss Co pan es, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 21 2018 I ol7ek lnlndusides• Inc. Thu Aug 161327:14 2018 Page 1 I D:ny4imnjpmNjBmTQZIUbwcynijv-BNJtwudVCwBdHNYBtTHNfsa7LSPTFOl IhSBTynGu E _ 4-0-0 8-0- --- 4-M -- - r 4-0-0 i 4x4 = i 2 5.00 12 j Ti. �' " �. -T1 r' ST1 \�3 Bt 4 2x4 :% 1x4 ;I 2x4 J 8-M LOADING(psf) "SPACING- 2-M CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING.; TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 3OT CHORD 2 , SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. DTHERS 2 4 SP No.3 REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 3=8-M (min. 0-1-8), 4=8-M (min. 0-1-8) M x Horz1=25(LC 8) M° x U pliftl =-58(LC 8), 3=.-62(LC 9), 4=52(LC 6) M°x Gravl=118(LC 1), 3=118(LC 1), 4=248(LC 1) FORCES. (lb) - Lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. uoTES- 1) Unbalanced roof live loads have been considered for this design. ?) Wind: ASCE 7 I10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (env dope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires icontinuous bottom chord bearing. t) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide meth I ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. -OAD CASE(S) IC 3tandard III ,I GENS -51 PE 76051 STATE OF f -- G /// &/ONAI- ����� V9 GABLE 1 _L 1I _Job F s Jul 212018 Print: 8.220 s 1 ' � 1 it 3 5 4 2x4 " U4 i t 2x4 1 i ail LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a - n/a 999 BCLL. 0.0 1 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 34 lb FT = 20% LUMBER- BRACING= TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 21 4 SP No.3 end verticals. WEBS 2 '4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. !OTHERS 2 'a SP No.3 REACTIONS. (size) 1=9-0-0 (min. 0-1-8), 4=9-0-0 (min. 0-1-8), 5=9-0-0 (min. 0-1-8) ax Horz1=167(LC 8) , , pax Uplift4=-55(LC 8). 5=201(LC 81 x Gravl=122(LC 1), 4=103(LC 1), 5=376(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS-5=2751252 NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Dpsf; h=15tT, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (env, lope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable require continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mech i� nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 5=201. LOAD CASE(Sl'Standard I i i I \\1\il�lp I ����� ►V1 . gL �// i PE 76051 STATE OF f i 5- OI\G`tRivi'����� �1��GNA { \\