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t 17' 8n 18' ®I, �.:. 15' 4" - !, 13 4 fi Oa. .� E c v 8 as' r - p r .. i a CJ1L FLAI CLG CJIL ❑ t� ,p v N m o- m in ® CIG B I 8• i I N v m p � � ~ c .~., .. 3A _ it 18'4" 18'0" 1 rl ` .. P as a ._ w •E .. > a c r. 50'< 2O" 20" 7P TIP20" 20° 2'0". 7P C3L, Oy a,m 7P 2'0" 5'P -. N a a o M e = L - 5A P. �; i; � .. - cn : 'n �' � � o $ °°�n ,•+ ar. M � z, us - �n a c o rnL `yi E)' C '�d d Q Q d 4¢U• ,t,� U Q d U: ,` FlA CL.G :.I�I. f NCIER LEDC.,W1 ILDER.r- - / . l .: f BF BUIL.DF. : •' m r.0 SA _.. I :. _ C: CJl ,0 1 e c p v (� r .HOT„'410 a I' r' : :: �.l C - -e o o V _ :: i i-='.._... .- 5. ( ,. Q d: d Q. :. >�. :.' :: it ...:. ------------ r rr"--- WGDl 1 9 4 Wcol. � FRI_ ______ I N N. : �n[i i. r. }, iv� ^. i }, .. ,..-}...:i , _.. e'. t. 1!-. }.-:-r ,-... , + pe m p O p <.. �.... c 5 'T II S d d .-� .j N m s- c o, N .., 5 .:�•:-.... Pti12 CJ :i d- N v '.' p a s FOR TRUSS PLACEMENT N a_ a ... a m \ N ( 4 O LY ` — ...--... _ C13L IF IF FL02 : ... .. I _ o e FLAT ea a o �. FL13 C7 ( F R e a a _ H . 4 -._ J I O BRACING &ERECTION DETAILS REFER ,e m � e ._ o N as �_ - m ' FL13 TO SCSI-03 ANDlOR ENGINEER OF RECORD - � m a m a M FLAT CLG '. � ' -" "*� .-.-.-__-�.. . ____.-_ - - .. " __:. -�-DIl o l-n J .. -: FL13 iv T.. m a -o m FLU2 ,( 8 r .1 D10 � rf O _ :'= FLAT CLG FI:02 ,o .�. N ;to..FLAT CLG ea t0 6 Dog _ m 09 4n Gs m O1 3 ,c: .N. p y ao O. r u r :. r 1 r, � : ': TIT' r n DOB 2 0 2 0 0 2 0 �,,, :.,:..2 0 2 6: 2.0 2 0 2r Dr. 2' Orr 2r U' 2' On: 2r err 2' 0n 210n 11r 4n 2r Orl 210n 2� 0P. 6' 2n _ c I REPRESENTS THE LEFT SIDE OF _ � Z s 3 e _ 3 I _ 1 ; , EACH TRUSS DRAWING m = � FL02 ... : 13 i�`:. f F- m c a� N �-a cI. FLAT CLG _ > a o_a A r JUS24 H THD4 m a .: N - Iry FG3 7. rrr.. .:®94 X •I p +_ c p co' i� .____... __ : chi - F , .....: .- ^ 7 FLA2A r" 1 0. 2 �: T D07 - r p a ._ a � , B; : JUS26 J M5H422 m o = - � m FILID,D07 - _. ;� . i..+ c m m N a •� -p :. FLAT CLG L _. .. iH lti o. )7 � m s._.. = o I C THD26 K MUS26 ,. .. :.:. .......:.. -. _ O O _ �... ®t0' e• ,112 FL16 _-__ CJ ;. v y^"' ......,.� •__-_ --_..� O is I. _ N �. 19'1 I � n I D THDH26 L _ ;I 1503/ __77 8 .h _ . I m '— >E THD26-2 M _................_ it ..;-. :...- __.. ....:1 ...FLAT CLC PLOS - .. ......-_ -. -- j33 ......., - .. I � ............. ...... PIDR o 1114 , :• - - MV2 - c �_ _ F 1'(�44 e � m e + __ Fco6 N J7 :.. FTA5 o .. C r _ DOl ,. � s > s O i.. , MV4 _ _ _ LOADING ROOF FLOOR " WIND LOADrLW N W . FLAT, CLG ......._ : 5 c CJ i.iZ v - &ca0 8• D03 '',I I :: ® -.. c m T a y - ~ po e LIVE LOAD 20 40' ASCE 710 ._ o a .= c a „ _ .e ._FLOB 1 9 v c a E e o > 7_ )03 CJ3 - .. F° 2 F- a N xvn c� DEAD LOAD 15 ` 20 170 MPH EXP C O I : r: _ ea L= N= m 'O 12. w O I FIA7 EV .'- :«. L.1... •. - - C C C C _ C C C .: -• a aP col o _ _.. . __ ___,_ _.....---- __ - N N - — -- c LIVE LOAD 10* 0 CATEGORY II e —�:..__.. .I:- o FLAT CLG _ .•. H. a c N _ FLU7 � N..-. .. m u, ee � .i. ®9'4° o .I 0 Q LIAN s; Do3l s _:- Bog DEAD LOAD 10 5 ENCLOSED _ o BY BUI 6R ::.'-'.'-_ L....-.:_ c y •. y, O_ V '-' BOT ® CO3 m •o Fir; I: _ F B03 .. � r $ + a N + m DO4 Y.; q TOTAL LOAD 45 65 FBC - 2014 e w d t = d '' M e p 9 N > sa' f \. { > ' • - - +. ' DOS B03 j a s .`-• = o '— $ " m CO3N z DURATION FACTOR 1.25 1.00 TPI - 2007 p ~ N E _ _ es 15 10 1 8 2 o >, c ,m_ ` •- CQ3 ___ �- _• - .: _ . DO6 :. .. F i'. N B04s: ,Ni, C Ti O O O ` RE1/ DATE BY REMARKS _ N 'IN N ea .----_'._ - _• .-.- '_ __>SR•_ a. r I Cass �$' U .I 1.7 C M 1": 3 N L 'O - F �n n N ._ O m m OJ p r• p \ 3L IN C 3 B04 'y r. ..-.: .<.-. ._... ...... , . _..- _ ._::; _.... �. o, os a x - •�.._.... rre• -.E,.. y;. .. '., s ..q;,�":.e .. .. .:,. ' ' -' N E ` fi, ,*I '4 row; ' " B$R a;;. '_ o ai F a• _ FLA7 CLG ,.., r, . -;_ � o RG03 3EA ,A+ o a as a a ..1 —._ _ ', _: o o •� c 3 m m •o p FV _ ti CD4 �r t0 N '-. '1 _ RGD4 __ _--/"/_-__ - m •- m 'T O 9 T d O u. E1' G ,G. CJi '- _ RG05 - -..- 1 °° -_ -a •E N m a. r N : i' 21r2' - 23' 2" a c c O rn CO J T 4" _ __/-_/•--• _ c m aP p a = a .E • Oao se- c H ~ 3 o r E N c w o ECOND FLOOR FRAMING PLA It is understood that above „ m E cos APPROVED e m o a N o a conditions have been reviewed ❑ N & are acceptable for the m- d a s_ o cos APPROVED AS NOTED E fabrication at trusses = = a e •O .1 , C N elevations, pitches, overhangs, a. a = 3 'm ,g a �, C07� . _- g REVISE AND RESUBMIT � e N s 3. a E fascias,ceiling - d u N > a sL CJ5L elevations/ itches bearin _ P g. REJECTED Z E N m o conditions &all detail pertaining „ S C, O w_ O a L CJ3L - - to this truss lacement Ian. No.FaIP P s-p. p m Nm aN m .. back charges will be accepted � Paw N t m DATE 11L q1L... without previous written E a •- \, a= e e e� a u approval from an A-1 Roof = O a Z -cz m �t Trusses representative. REVIEWED BY- 21'10" PLAN DATE ARCH: 05/18/2015 STRUCT. 05/29/2015' _ ~ _ N �n� q 21' 4" n IIFFp 65 0' - : I ? cu a ^- ins c o. CUSTOMER' STANDARD PACIFIC = — .E 5 = A IRST FLOOR FRAMING PLA p~ a a N a~ a DB.U;NNSIONS TO INTERIOR BEARING WALLS Alto 1'O C/L ___..__-. JOB NAME LOT20 < a d e c� m- i c a H OEh,�D L E ~ � ~ ~ y OPTIONS 4'MBRFtT /81GAREXT e e 3 t d ;, r I m '- ~ = o z \ TOB @ 10 8 _ _ �- a - O m COMMNTY a_ oo d a~ e / LOT # R/UERBEND ' a -'- � m�� m � e !• ` � N L mOY M 12 A I -I.N ? y w O- e 44es � �� TOB @ 1,� O' BLDG BLDG o -a e t a .0 3 N ._ �� V m 3 _ o - p L 3 15/16" / TYPE # 6511 EL B _ i9 O L .� N r_ � N 1—— m HEEL / // - - --- hos��sdo a E _ m TOB @ 1 1 1 f. / / - Digitally signed by Manuel Marinez - p .+ +- d 3 a .- e / Lf / Manuel DN:c-US,-IdenTrust ACES Business 'N J Representative• OU-M AND E ASSOCIATES JOB # MASTER a `m ,,, p = e .m / 5 1/2" a` :PA., cn Man u IMartinez. : e :b- m a e a, 'es {^{' '7 Q5.2a e b i i-Ao1 1 -:_- _...,.:..,_� .....__,_.._.�__.�.�_—�._._--as - 5 1 /2" M a Martinez n �L 46 _ ~ ]�a$t 0480000D01 E o o% E y E c HEEL DRAWN SCALE O m a e m N ^ e - ' f I DATE 08 13 2015 I n 7 N #g47t8z / / _... TOB @ 1.. 4 * f« N.TS. o o o PLUMB CUT OVERHANGI ` 'A* STATE OF 4' 4 - / 1, .t In r"{fi 0.A`b Off':��" �� 4,: �s / / `I ,P�bCi•` TYPICAL END DETAIL �y •• = s T _ _ ~ \ r� I I PLUMB CUT CANTILEVERS TOB @ 1 s,_ 9 ED rtRlifl,e99,� - a e o o 1; nn EVIE: TYPICAL END DETAIL re AS R �� - = Q Z a=� ! =N'd • � ICE H T PLA r---- - --- --- _ ,�. I � � „ 0 UR F� CEMEN ILL areEa c��c �_ CW This is a Truss Placement Diagram Only to show Truss Identification and Truss SECOND FLOOR ® S PtA UFtE W - U� ST�UCT LOAD FLOOR : - 1783;7i Bz - r a .w __ Location. The Engineer's Seal does NOT relieve The Structural `yy I p THE THE =, 14 l F $ al Building Designer to assure TOB @ 2_L 8 AN IN Y OAR � TRBSS ROOF 4751:02 a: _ :--'- UATEI- Y E ' •EIS' p c m TRlJ55E5` ~ y m = the Structural Stabile of the entire structure. Refer to the En D ED B 15 FASCIA 470,81 t = W se o o .E A B 19 20 L Stability lneer n Drawln S HH G d o ~ s f AU _ � a -� or r O {J Gravity - -- P m g g M. 1 c m o and Uplift Loads. Su ERI SYSTEM• .,... HIP LINE 318,86 n go—. � = p' y A FLORIDA CORPORATION . _ p VALLEY LINE 117.75 d 2, =SNEETINGAREA UNDER VALLEYTRUSSES AND Ph 772-409-1010 / Fax 772-409-1015 .... -, WASTE NOT INCLUDED TO VERIFY fA Lc LA IONS http://WWW.a 1 truss. com b e .c w isab -oµI5 TRUSS ENGINEERING BUILDER: STD PAC HMS - SOUTHEST FL PROJECT: RIVERBEND LOT/BLK/MODEL: LOT:20 / MODEL:6511 / ELEV:B / GAR R JOB#: 61684 MASTER#: OPTIONS: MBR EXT/8' GARAGE EXT CUSTOM �t •A-� ROOF TRU55E5 A FLORIOA CORPORATION. RE: Job 61684 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: customer Info: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND -ot/Block: 20 Model: 6511 kddress: 3104 NW RADCLIFFE WAY Subdivision: ;ity: County: Broward State: FL dame Address and License # of Structural Engineer of Record, If there is one, for the building. Jame: BRENNAN ENGINEERING License #: 51311 \ddress: 1600 S. DIXIE HWY. STE 400 .ity: BOCA RATON, FL 33432 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special -oading Conditions): )esign Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Nind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 65.0 psf 'his package includes 123 individual, dated Truss Design Drawings and 0 Additional Drawings. Vith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet onforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Jo. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date A0562048 A01 8/13/15 13 A0562060 Al2 8/13/15 25 A0562072 CO2 8/13/15 A0562049 A02 8/13/15 14 A0562061 A13 8/13/15 26 A0562073 CO3 8/13115 i A0562050 A03 8/13/15 15 A0562062 A14 8/13/15 1 27 A0562074 C04 8/13/15 A0562051 A04 8/13/15 16 A0562063 A15 8/13/15 28 A0562075 C05 8/13115 A0562052 A05 8/13/15 17 A0562064 A16 8/13/15 29 IA0562076 C06 8/13/15 A0562053 A06 8/13/15 18 A0562065 A17 8/13/15 30 A0562077 C07 8/13/15 A0562054 A07 8/13/15 19 A0562066 1301 8113/15 31 A0562078 CA 8/13/15 I A0562055 A07A 8/13/15 20 A0562067 B02 8/13/15 32 A0562079 CAL 8/13/15 A0562056 A08 8/13/15 21 A0562068 B03 8/13/15 33 A0562080 CJ3 8/13115 0 A0562057 A09 8/13/15 22 A0562069 B04 8/13/15 34 A0562081 CJ3A 8/13115 1 A0562058 A10 8/13/15 23 A0562070 B05 8/13115 35 A0562082 CJ3E 8/13/15 2 A0562059 I A11 8/13/15 24 A0562071 1 C01 8/13/15 36 A0562083 CJ3EA 8/13/15 he truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. russ Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February28,2017. DOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. he suitability and use of components for any particular building is the responsibility of the building designer, per ANSlfrPI-1 Sec. 2. he Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building rdicating the nature and character of the work. The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times structural Delegated Engineering Documents') are specialty structural component designs and maybe part of the project's deferred or phased submittals. Asa Truss Design Engineer (i.e., Specialty .ngineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsi 3rand shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. ` _Manuel Page 1 of 2 1=1 ROOF' TRUSSES, A PLORIDA CORPORATION RE: Job 61684 Lumber design values are in accordance with ANSVTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. 1 Jo. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date ;7 A0562084 UK 8/13/15 75 A0562146 J4 8/13/15 113 A0562125 FL08 8/13/15 ;8 A0562085 CJ5 8/13/15 76 A0562147 AG 8/13/15 114 A0562126 FL09 8/13/15 ;9 A0562086 CJ5L 8/13/15 77 A0562148 AL 8/13/15 115 A0562127 FL10 8/13/15 •0 A0562087 CJ7 8/13/15 78 A0562149 J5 8/13/15 116 A0562128 FL11 8/13/15 •1 A0562088 D01 8/13/15 79 A0562150 J5A 8113/15 117 A0562129 FL12 8/13/15 .2 A0562089 D02 8/13/15 80 A0562151 J5B 8/13/15 118 A0562130 FL13 8113/15 3 A0562090 D03 8/13/15 81 A0562152 J5E 8/13/15 119 A0562131 FL14 8/13/15 4 A0562091 D04 8/13/15 82 A0562153 J51- 8/13/15 120 A0562132 FL15 8/13/15 •5 A0562092 D05 8/13/15 83 A0562154 J7 8/13/15 121 A0562133 FL16 8/13/15 •6 A0562093 D06 8/13/15 84 A0562155 J7A 8/13/15 122 A0562169 WG01 8/13/15 •7 A0562094 D07 8/13/15 85 A0562156 J71- 8/13/15 123 A0562170 WG02 8/13/15 .8 A0562095 D07A 8/13/15 86 A0562157 MV10 8113/15 •9 A0562096 D08 8/13/15 87 A0562158 MV2 8/13/15 i0 A0562097 D09 8113/15 88 A0562159 MV3 8/13/15 ;1 A0562098 D10 8/13/15 89 A0562160 MV4 8/13/15 ;2 A0562099 D11 8/13/15 90 A0562161 MV5 8/13/15 13 A0562100 D12 8/13/15 91 A0562162 MV6 8/13/15 4 A0562101 D13 8/13/15 92 A0562163 MV8 8/13/15 ;5 A0562102 D14 8/13/15 93 A0562164 RG01 8/13/15 ;6 A0562103 D15 8/;13/15 94 A0562165 RG02 8/13/15 17 A0562104 D16 8/13/15 95 A0562166 RG03 8/13/15 8 A0562105 D17 8/13/15 96 A0562167 RG04 8/13/15 19 A0562106 D18 8/13115 97 A0562168 RG05 8/13/15 i0 A0562107 D19 8/13/15 98 A0562110 FG1 8/13/15 ;1 A0562108 EG5 8/13115 99 A0562111 FG2 8/13/15 ;2 A0562109 EG7 8/13/15 100 A0562112 FG3 8/13/15 3 A0562134 HC4 8/13/15 101 A0562113 FG4 8/13/15 4 A0562135 HJ3 8%13/15 102 A0562114 FG5 8/13/15 i5 A0562136 HJ3E 8/13/15 103 A0562115 FG6 8/13/15 6 A0562137 HJ3L 8/13/15 104 A0562116 FG7 8/13/15 ;7 A0562138 1-1J4 8/13/15 105 A0562117 FL01 8/13/15 ;8 A0562139 HJ5 8/13/15 106 A0562118 FL02 8/13/15 ;9 A0562140 HJ5L 8/13/15 107 A0562119 FL02A 8/13/15 '0 A0562141 ' HJ7 8/13/15 108 A0562120 FL03 8/13/15 1 A0562142 H J7L= - 8/13/15 109 A0562121 FL04 8/13/15 '2 .46562143 ,HV11 `' . 8/13/15 110 A0562122 FL05 8/13/15 '3 -A0562144' HV9 - _ 8/13/15 111 A0562123 FL06 8/13/15 '4 A0562145 ' ' J3L - 8/13/15 112 A0562124 FL07 8/13/15 Page 2of2 Job -- Truss Truss Type Qty Ply Pac/6511 EL Bj61684 A01 Roof Special Girder 1 1A0562048 Ed -b Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(cst altruss.com un: 7.62u s Apr au to to rnnc: e.o2u 5 rspr w eu r0 rvn r rmn uruuau:e: , rn- r : ru eey r age I D: W?quLcr?Re?LfzLe98RjH4yHM91-zsK9da3dWyxOnoTTfh4uQdCi7tLxErzmmCGGnyoKs 1-6-12 3-0-8 10-1-11 15-6-04-5 21-6-0 23W7-6-1 27-8-12 31-5-2 35-5-0 1-6-12 1-5-12 2-5-0-8 0-0 5 1-3 5 6-0-0 3 6 3-1 6 3-8 6 3-11-14 5x6 = 3x4 5x6 4.00 12 5 7 3x4 = 5x8 = 5x6 = 6x10 11 0 1 0 22 2l 32 20 33 19 18 34 17 35 16 15 36 4x6 11 4x6 = 5x10 MT20HS= 4x8 = 4x4 = 4x6 = 4x4 = 7x10 MT20HS WB= Dead Load Defl. = 11 /16 it 1.5x4 11 4x6 4x8 = 9 , ....... _........ 26 27 2r 4 ........T...........! iN 14 37 13 38 39 40 12 8x10 = 4x10 = 3x8 i 1.6-12 1-0-0 3-0-8- 5-0-8 10-1-11 15-6-0 21-0-0 27-8-12 31-5-2 35 112 -5-0 1-4-0 -5-2-0-0 5-1-3 5-4-5 6-0-0 6-2-12 3-8.6 3-11-14 0.2-12 Plate Offsets.(X,Y)—[2:0-7-12,0-3-0],[3:0-5-12,0-2-8],[7:0-3-0,0-2-12],[10:0-2-4,0-2-0],[11:0-3-8,0-1-12],[12:0-4-12,0-1-8],[13:0-3-8,0-2-0],[14:0-1-12,0-4-12],[21:0-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.58 16 >699 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -1.11 16 >364 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 221 No FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T1,T2: 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except` W13,W1: 2x6 SP No.2 W4,W9,W14: 2x4 SP No.2 W15: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS T-Brace: 2x6 SYP No.2 - 7-17 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 3305/Mechanical 22 = 1944/0-5-8 (min.0-1-10) Max Horz 22 = 201(LC 6) Max Uplift 12 = -1546(LC 5) 22 = -897(LC 4) Max Grav 12 = 3305(LC 1) 22 = 1944(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1088/470, 2-3=-2262/947, 3-4=-4607/1873, 4-5=-5007/2046, 5-6=-4313/1880, 6-7=4312/1857, 7-8=-8065/3583, 8-9=-7800/3567, 9-26=-780013567, 10-26=-7800/3567, TOP CHORD 1-2=-1088/470, 2-3=-2262/947, 3-4=-4607/1873, 4-5=-5007/2046, 5-6=-4313/1880, 6-7=-4312/1857, 7-8=-8065/3583, 8-9=-7800/3567, 9-26=-7800/3567, 10-26=-7800/3567, 10-27=-4456/2073,27-28=-4456/2073, 11-28=-4456/2073, 11-12=3193/1544 BOT CHORD 1-29=-742/1723,1-30=-332/100, 22-30=-332/100,22-31=-332/61, 21-31=-332/61, 21-32=-988/2011, 20-32=-988/2011, 20-33=-2102/4842, 19-33=-2102/4842, 18-19=-1995/4719, 18-34=-1995/4719, 17-34=-1995/4719, 17-35=-3584/8060, 16-35=-3584/8060, 15-16=-3659/8063, 15-36=-3659/8063, 14-36=-3659/8063, 14-37=-2073/4456, 13-37=-2073/4456 WEBS 2-22=-1625/737, 2-21=-961 /2271, 3-21=-788/302, 3-20=-1207/3017, 4-20=1779/794, 4-19=-414/151, 5-19=0/356, 5-17=-798/458, 6-17=-917/2279, 7-17=-4385/2059, 7-16=-118/336, 8-16=-391/303, 8-14=-643/571, 10-14=-1822/4078, 10-13=-2839/1465, 11-13=-2454/5289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) e This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 12 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1546 lb uplift at joint 12 and 897 lb uplift at joint 22. 11) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 113 lb up at 3-0-8, 147 lb down and 124 lb up at 29-8-12, and 147 lb down and 124 lb up at 31-8-12, and 147 lb down and 124 lb up at 33-8-12 on top chord, and 51 lb down and 101 lb up at 3-0-8, 1818 lb down and 847 lb up at 27-8-12, 63 lb down at 29-8-12, and 63 lb down at 31-8-12, and 63 lb down at 33-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 6-7=-70, 7-11=-70, 12-23=-20 Concentrated Loads 0b) ftdeg-Note thtrughly rteity the'Ad ROOF 107AS('S(StEBj,OUMMI8NSA(OSOIiI9%(9100(myrB')A(8a"YMM11141nm. YariFy design pmamefen and mod notes to ibis LaftOesign@aaiey(IDDI eed lte Nteaaxmtaee,fF. Pefsrzc;eShM bet«!'eft, Unless ethersrius; ed on the IDO, taty MANUEL MARTINEZ P.E. ONirek rettta.,pbel-WI be-d far the TOO to b—Od. AseT.nkip ttgoe fu, SpdAy Fqtmeet)@- seal teeny IDO repo-ftwo glme a the P.F.iit 1,egmeedngmtpomibibt!;,the desigt dth, srgl0wndep'Med as tht iDD anly,Wa IN 1. The defigG essesph.0.ding a adiow e i ito0obibfyaed Gse t!Iks(rtst larcay G?dingnlhe!espomlbigsy tf!2eO.w,tee Ontts tothotitedagenl ef 0, Mein Wpe,in the-tal of the Fir. The 18(the lxul WA&S cdt WTP6l. The tpp!neal cd tht iOOetdany Sad use tl d:e hess;::.dudmgboding, sbrtga,itsltilafite tnd bttting;shll be the #047182 i resptovbTiry oflhe B�Jdnt Gti:,neTC-d(Dmr,^x, All ntttsut Cate ThOTOO end tht p tabs ad 9640mdthe f a0e,,(ompe'd5dery bdotme*(8(SI)pohlilhod by In tnd SECA ere relmued for gentrd 944,1tT141 de5tet:'tt respaePt;'dief and dtl't; tthe7rme Ceugaet,TTots?t3i?e inginett and � i Tmsspve fanure,ndencthniedefined nfaetradt edG m+rr gb o aae nyhtd V.Tm,44 eft-fi,UTtheWildfn Oed eewTrmsS stemPo aterfor bdit Aft nG:edlelctmeasde`stdaTnd. I0019 Chariton Cif. br 9re per' 7 P 9 9 d 9 y 9 V 9 P Ctppighs'd1,1015AJ PetrLesses-MmmetfAmfle, P.E. QeprtduditGe. Ibisdammtat, iG Cny It!C,it gntlllblltd ti115 brld9 i permissionfrom Ad Rttl I-M-Manuel Mmtinee,P.E. OfIoOdO, FL 3T832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 11 A0562048 61684 A01 Roof Special Girder 1 1 Job Reference (optional)A Al ROOF TRUSSES, FORT PIERCE, FL34946,design@altruss.com Run: 7.620 s Apr 30 201b Print: 1.620 s Apr 3U ZU1 b MF I eK Industnes, Inc: I nU Aug 13 Ud:Ub:b2 2U1b rage ID: W?quLcORe?LfzLe98 RjH4yHM91-R2uXrw3FHG3FPy2fDOc7y3FNSXDagh46?QxpoEyoKs LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=113(F) 21=65(F) 14=-1818(B) 26=-107(B) 27=-107(B) 28=-107(B) 37=41(B) 38=41(B) 40=-41(B) Waltzing.Plmselhwosg6lyrtvievthe'A-I ROOF TIUSSISrSF(IFR),6(NuiIRRYSd(ORDIAOMNSIOYIt('¢IIrR1A(CNOWIEDGFIdFXI"losm.%ilydtsignpa—W,andseldom onM,,T,.sDesignDro*ing[MD)ondthtNonueiMornvu,PLRefe—Sbeelbefore use. DehnathervisnsfotedoelbeIDD,osly MANUEL MARTINEZ, P.E. 4ilek mnaedor pluses shall6e used for the 1DD to be valid. Tsar Oalgn Fngioeer(.e. fpedahy Fnginem}, the seal on ony10D represenh an aueptonro al the pmletilonol engioeerisg mspmobiliry (m Iha design of the vagleLus dtpided on Ibe1DO onFj,under 1P41. She desige assumptions, boding rondiliovs, �suitability and use al IN, fmssfm toy Milling is the snpoosibTyy of Th. Olsh",The Ownmiouflal agent of The Building Designer, in the laded offus IR(, the III, the loss] folding rode and TPI-I. The oppsoml of the TDD and say Held use of the Truss, imluding handling, damge, lasfollefian and braunp, shag he Ae #04718T eesponsib ryoishe Buiidiop DaigaerandConhodor.ARnoftssetominlhe TOO and the prmfires and gaidthm of the Building(ompnnem Sol Ddo1m46o4(11(51) published byTPi and SB(A all afutnttdfor geaesal guldome. IPld delines d�emspamiBd�Nesand dufies of The lrostgesigoa, Luss Dnign EnginemcE 10019 ChorltDn (ir. Floss Mauufadau r, unless eA—ise defined by a Conned speed upon in nlbng by ell pmsles iomfv,d. The Truss Design [.oneerls NOT the Building gesigneros Luss System bpeer far ony baildng !0 (ophaNud toms am os delines] is TPI•I. Copyright©1D15 A-1 Roof trusses - Manuel Modiner, P.r. Reprtsdurtio t of this dolument, in ony Imm, is prohibited vith written permission hem A•1 Roof Trusses - Manuel Modinee, P.T. QrI0Od0t FL 3T83T lob Truss Truss Typc— - Qty PIY Std Pac/6511 EL B 31684 A02 Roof Special 1 1 A0562049 t Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:52 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-R2uXrw3FHG3 FPy2fDOc7y3FMYX92glk6?QxpoEyoKs 6-3-7 12-1-4 16-14 , 21-6-13 , 25-8-11 31-24 a2-0-t4 6-3-7 5-9-12 4-0-0 5-5-9 4-1-14 5-5-9 10- 5x6 = Dead Load Defl. = 1/2 it 4.00 F12 4 3x4 1.5x4 \\ 5x6 = 5 3x4 = 3x4 = 5x6 = 9 4x8 2 3 ii 1/V4g I d A h 19 14 20 13 21 12 22 11 10 23 3x4 = 5x10 = 3x4 = 6x8 5x10 II 3x6 = -0- -12 7-11-13 16-1� 23-7-12 31-2-4 2-0 0- -12 7-11-13 8-1-7 7-6-8 7-6-8 -10- Plate Offsets (X Y)-- [1.0-3-0 0-0-6] [7:0-1-12 0-1-8] [10:0-2-8 0-1-81 [11:0-4-00-2-12) [13:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.41 13-14 >927 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.82 13-14 >469 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 170 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1:2x4SPM31,T3:2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. WEBS 1 Row at midpt 4-13, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 1434/0-8-0 (min. 0-1-11) 10 = 1434/Mechanical Max Horz 1 = 189(LC 8) Max Uplift 1 = -534(LC 6) 10 = -638(LC 7) Max Grav 1 = 1434(LC 1) 10 = 1434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-563/168, 2-3=-2871/2456, 3-4=-2702/2367, 4-5=-3659/3142, 5-6=-3483/2960, 6-7=-2648/2190, 7-8=-385/316, 8-9=-394/297, 9-10=-1449/1081 BOT CHORD 1-19=2412/2629, 14-19=-2412/2629, 14-20=-2007/2315, 13-20=-2007/2315, 13-21=-2564/3038, 12-21=-2564/3038, 12-22=-1819/2165, 11-22=-1819/2165 WEBS 3-14=-258/413, 4-14=-267/418, WEBS 3-14=-258/413, 4-14=-267/418, 4-13=-1383/1750, 5-13=-1429/1346, 6-13=-435/518, 6-12=-739/751, 7-12=-658/913, 7-11=-2100/1801, 9-11=-1093/1423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 1 and 638 lb uplift at joint 10. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warmng•Bleose thorocghtgfnkr!be-I-IROUT IIDSSESfSEIITrj,Q6r[RlrfgkS6CD4gIi1DASCUSICAI(g('i`i(i'{A(CAnrir(Da!!s(MI' to-yeti!p Uales,diette t,::rd on!he1DD, ecty �aNUEI MdRTINEI P.E. MildrenoMmp!oletshaDkned!.,thr IDD In h—lid. AtaLass Oniga Fngineer(i.e,5priwhy(aeneaJ: Re uol on any IUD mpemnlwommpt-o of lheprofessiono{engineefingmspansibildy(mthedaslgo of "I s:ng4Lcssdrpisfed sof`.rffiDonly, radmlr4l. The dtsignaaucpymns,loo5ng mndiDons, r i seildility.4itieofWeTim Went, 9054isthe mspomibnyefitOroer,steOtineis.1sneitedegmlm)be rm!!•agDeIsm,itlhemetettofthe 11(.thalrC&elxolbakingredeandryt.1.l5eoppomlc! the IDDedonyee!dusraTthe Tiw,lmdo:Eeghmdng,a ge,WoMen,ndhmsing,shanbethe #047182 respon?Sility of theB +hng Desigarfe•_d(ootr;:•.:;,All Date$ ter can fhe TDDond the pmstkat cad 9oi@eliaes of the NO., 5olety lntofinetieq(D(Sljpublished by Mend 5B(Aote feleteetad let geowl gQora4(hl•I de7crt Hs respaep,•,'6Aics and dal as oFtse Guss peilgnm,kuss Design Eogiaeee and I INat lge0efataNte,oet!ssa@enise defined hyafamrun oyfecd og.n is vrtisg 6y oEpmtietmro!red. ielsets Gign rogi-aet it Nfii sbe Building OasigneroeTrott SyNew hgineet tm airy build:ag.AII(opitalued tes;•s ma Mdefit;dlatpt•t. 10019 Chorllon Cir. i (opyfight©20I5A4 toolTtustes-lh.Duel!doilin.Z.H. 8epsodm!ionoilksdowmest,ir:onvlasN,ispo!:ihi!edvifnYfiDespmmittionlmmA•I RoolLustes-ManualRlmtinagR.E OrlOOdo, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 A03 Roof Special 1 1 A0562050 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(aDaltruss.com Hun: 1.6ZU s Apr 3U ZU15 Print: /.521J s Apr 3U 2U1 b Ml I eK Industries, Inc. I hu Aug 13 08:Mb3 21J15 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-vERw2G4t2aB606drm67MVGoYlwXAPAxGD4hMKgyoKsl 7-5-14 , 13-6-0 , 15.6-0 , 20-6-2 , 25-6-14 , 30-7-0 , 33-5-0 , 1-8-0 5-9-14 6-0-1 2-0-0 5-0-2 5-0-13 5-0-2 2-10-0 5x6 = 4.00 12 5x6 = 3x4 = 3x4 = Dead Load Defl. = 5/16 it 5x6 = 5x6 = 3x4 = 3x8 MT20HS= 3x8 = 3x4 = 3x8 = 3x6 i I 3x4 = 3x4 = 1-8-0 1-4-0 9-3-3 15-6-0 23-0-8 , 30-7-0 i 33-5-0 , 1.4-0 7-7-3 6-2-13 7-6.8 7-6-8 2-10-0 0-4-0 Plate Offsets (X,Y)— rl7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.24 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.50 13-14 >753 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.82 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 184 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 1 Row at midpt 3-17, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1576/0-8-0 (min.0-1-14) 10 = 1418/Mechanical Max Horz 17 = 218(LC 8) Max Uplift 17 = -665(LC 6) 10 = -632(LC 7) Max Grav 17 = 1576(LC 1) 10 = 1418(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-479/216, 2-3=-492/253, 3-4=-2683/2299, 4-5=-2971/2588, 5-6=-2773/2400, 6-7=-2455/2073, 7-8=-940/835, 8-9=-1014/833, 9-10=1408/1170 BOT CHORD 1-21=-172/441, 17-21=-172/441, 17-22=-2323/2561, 16-22=-2323/2561, 15-16=-1916/2259, 15-23=-1916/2259, 14-23=-1916/2259, 14-24=-2280/2723, 13-24=-2280/2723, 12-13=-1738/2089, 12-25=-1738/2089, 11-25=-1738/2089 WEBS 2-17=-398/604, 3-17=-2438/2145, WEBS 2-17=398/604, 3-17=-2438/2145, 3-16=-214/370, 4-16=-288/427, 4-14=-1034/1325, 5-14=-1106/1025, 6-13=-501/554, 7-13=-460/684, 7-11=-1488/1285, 9-11=-1091/1377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 4, 5, 8, 15, 2, 17, 3, 16, 14, 6, 13, 7, 10, 11 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 665 lb uplift at joint 17 and 632 lb uplift at joint 10. 11) This truss has been designed for a moving concentrated load of200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmning-Pltese 15orotybkseder tbe'LI¢OCFI¢GSils(•sOIU"s btkfPR(T£AR1aCaggalads(OACSVt('¢lirE¢"I1(HgaNtfD'ufpfMl`Imm. Yesifp design pmameien oodread Doses on IhisUax Dezgt CsaringQaaj ead Idexat:�1 aartintt,PERrleren:e sheet beforeose. Unless et mice st edon the IDU, o-Jp I m p- 6 P 9 ¢ c q" ¢ s mi y ,g . g• MANUEL MARTINEZ, P.E. i ILrek rtnaechti kits s..aahe m:d lw Me lOakbe tafid. Lselgs gni;a In 'nth i.e.; sea Fn Men.thatoi or.a iGDw r•umtowat anm o!ihe wlessiantlm mterin rts oosibiG rm iF:n deli etff`e sk 4Lcssd Aedtn t;e Fta an .aaderiPi-i. IDedei n-tso, ; ns,loASn baditioaC t �soilo6'5M Dad usnt'dds tress krtap¢c':dint' Ftihe sessoosibi_yaidm avnn;:bt awoe'tful5aited agml os s¢:¢oili_ag gcsynes, to the tonleel of the l¢Cihe l84 she tool bwldkg rndt omlRN. Aeapp:oealciibe IDOc-d any fiduse al lht tress,-tiudieg hao:;mg, Uosege, inslmkiias: and Meting, sbellbe the #04Z182 SOspmsiMifip Of the Eagdiny gek;aetnpd (omrc:?tr, 40 Athol telovl;t ihela^and the Wodkeen;d9,PtUts of the rulding(osnpgneti sal*Momesio 0161l puylished by INaedSOU oo Wowed foe geftuol guievps IPH d:foes t�t respotATo,et oed.utas of the Trust atsigner,tross?t. rnginee[nnd fool 9(41 rlton fir. 1 INtf penefntlmer, UM14ttmi!IY 4! defined by a (notion ngretd opmin snirWg 6y AG pmrief tevtlred N thou C*dgn Fegi-aa it Nat the ¢,alding oessgeer n tress systm fngitter for egbt3f g. da repitati- d serfs are atdefi-td is (Phi. (oppriyht5� tots A-i tno(Tmssei-fdunael Flmanet, P.L gepsodedion a! Iks danmtef, [p any lase, is po`:ibised wits wriae:; paimissiov From A•I tool Cusses-MonoAl47adineq P.f. Orlando, FL 32832 l Job Truss Truss Type Q— PlY Std Pac/6511 EL B A0562051 61684 A04 Hip 1 1 Joo Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 20i5 Print: 7.bzu s ID: W?quLcr? Re?LfzLe' 1-8-0 7-11-1 , 13-6-0 17-4-8 i 21-3-0 i 5x6 = 5x6 = 3x4 = 30 20t 5 rim I ek Industries, Inc. Thu Aug 13 08:06.54 20 to rage H4yHM91-NR?IGc5VptJzeGC1 Kpebl ULiRKgkBcXPSkQwt6yoKs Dead Load Dell. = 3/8 if 3x4 = 3x6 II 46 II 3x8 MT20HS= 3x8 = 5x6 WB= 1.5x4 II 5x10 ii 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) 0.31 10-12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.55 12-13 >690 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 -Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. WEBS 1 Row at midpt 2-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 9 = 1425/Mechanical 16 = 1583/0-8-0 (min.0-1-14) Max Horz 16 = 120(LC 8) Max Uplift 9 = -627(LC 7) 16 = -770(LC 6) Max Grav 9 = 1425(LC 1) 16 = 1583(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-411/236, 2-3=-2810/2352, 3-4=-2473/2152,4-5=-2295/2123, 5-6=-2341/2166, 6-7=-2497/2187, 7-8=-2833/2427, 8-9=-662/168 BOT CHORD 1-24=188/387, 16-24=188/387, 16-25=-248/387, 15-25=-248/387, 15-26=-2107/2597, 14-26=-2107/2597, 13-14=-2107/2597, 13-27=-1865/2421, 12-27=-1865/2421, 11-12=-2145/2601, 10-11=-2145/2601, 10-28=-2145/2601, BOT CHORD 1-24=-188/387, 16-24=-188/387, 16-25=-248/387, 15-25=-248/387, 15-26=-2107/2597,14-26=-2107/2597, 13-14=-2107/2597, 13-27=-1865/2421, 12-27=-1865/2421, 11-12=-2145/2601, 10-11=-2145/2601, 10-28=-2145/2601, 9-28=-2145/2601 WEBS 2-16=-1451/1511,2-15=-1905/2257, 3-15=-167/298, 3-13=-395/438, 4-13=304/458, 5-13=-326/226, 5-12=-265/168, 6-12=-278/433, 7-12=-350/432 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 Its uplift at joint 9 and 770 lb uplift at joint 16. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 172 lb FT = 0% 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmdng-Pieote thota—eBirrnar lbe'R-I BOOr180IIri('Britr&j, 6ERg8A(rINIA gOn1081 M10;Sr8('B,`iaj1C850P✓IFJo[Lirh1`ftxm.YG(ilr designparomelnt andrmd Doles ao llislmttOtsiga Graeiog000Je�15e Moe:lAotlioet,rL 3etertt:eSAM BeiOlG ate, BGItSt GIhGfYltet: fd On IEC rBB,a:vl MAtiUEL MARTINEZ P.E. �Airek moardo, ploles shall be wd for the 1001ahe mKi As.Im, 0,00 lagiotet ru,IF,&hy fgotm), fhe stal m any IN represents ao amptontt 0the profemkol eopineuiop wpomibi8lyia tht design 0!he s!ngtetrud,itallar, tea rffi only, WON. 1. The dnigo ssvep ans, loll rndifions. 'saitoUtyaed osedlh&Ito. War se.6.gislheeesyomWrr of da0voet,M-aa..iauthofited agent ot>r.:8069 Design", to the to ul of the IBC the [BE,6, local building a de and IN. The opp:amiof the ADO rd mry psid ate of lht r,tJodo&g hoa:wg,dmag:,instagotioe DadMstiagskaO be the #047182' refpeakh0iryp11he larding OtE gaet cpd(Drib:.^f,All p.41uta.fa Ite Mced the ptattges ad soiderims of the mid!,,(omp�mem faltry lnlotmoti..IBM) publithtd by IN and 58G era"Icaued1.1 gmercl guid-o' VIA dtfita Ye ImpoquG;ri;;¢t and.1"esofli0SNstOaigaet,Ns"-.i1 ntngimct and 10019(horlion[ir. Imst hlonulmm�e4 utdess atkeeru defior Bp a rmtrad oyreed opan in �trag 6yaOpatfim icoolred. i4 ]rox 0etign Fngiaaer it A0t the Fpiiding fksigner a Trutt Bydem Engineer for ouyhnil&age AO fapitoi¢edtems ate as de:K=�d IoTP41, ! Cappight©1015 A-1 tool Lusses-IBanoelldotlinet,Pd. Bepodatfion otlh�sdaomeat,any Fr^, it pa,`,ihiledvlth rdaso pwmitsionfrom A•I Pool Lusses•MonoelMMinet}P.E. Orlando, FL 32832 , Job Truss Truss Type Qty Ply Std PaC/6511 EL B 61684 A05 Hip 1 1 A0562052 Job Reference (optional) A; Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:54 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-NR?IGc5VptJzeGC1 Kpebl ULhUKgQ8cXPSkQwt6yoKs , 1-8-0 8-7-0 , 15-6-0 i 19-3-0 26-2-4 , 33-5-0 1 8-0 ' 6-11-0 16 go 3-9 0 ' 6-11-4 7-2-12 4.00 12 5x8 = 5x6 = Dead Load Defl. = 7116 it 16 L4 15 ,-r 13 c� 12 10 �o 3x4 = 3x6 11 -4x6 11 5x6 WB= 3x4 — 3x8 — 1.5x4 II 5x10 ii — — . 3x8 MT20HS= 1-8-0 1-4-0 , , 8-7-0 15-6-0 19-3-0 , 2fi-2-0 , 33-5-0 , 6-11-0 ' 6-11-0 ' 3-9-0 6-11d 7-2-12 0-4-0 Plate Offsets (X,Y)—[5:0-5-4,0-2-81, [9:0-6-14,0-0-41, [15:0-2-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) 0.34 10-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.65 10-12 >583 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 172 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 1 Row at midpt 2-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1425/Mechanical 16 = 1583/0-8-0 (min.0-1-14) Max Horz 16 = 136(LC 8) Max Uplift 9 = -612(LC 7) 16 = -755(LC 6) Max Grav 9 = 1425(LC 1) 16 = 1583(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-457/218, 2-3=-2857/2421, 3-4=-2299/2036,4-5=-2214/2056, 5-6=-2140/2072, 6-7=-2322/2075, 7-8=-2869/2485, 8-9=690/153 BOT CHORD 1-24=-216/430,16-24=-216/430, 16-25=-291/430, 15-25=-291/430, 14-15=-2166/2638, 13-14=-2166/2638, 13-26=-1580/2108, 12-26=-l580/2108, 12-27=-2197/2637, 11-27=-2197/2637, 10-11=-2197/2637, 10-28=-2197/2637, 9-28=-2197/2637 BOT CHORD 1-24=-216/430, 16-24=-216/430, 16-25=-291/430, 15-25=-291/430, 14-15=-2166/2638, 13-14=-2166/2638, 13-26=-158012108,12-26=-1580/2108, 12-27=-2197/2637, 11-27=-2197/2637, 10-11=-2197/2637, 10-28=-2197/2637, 9-28=-2197/2637 WEBS 2-16=-1457/1543, 2-15=-1916/2256, 3-15=-106/294,3-13=-630/643, 5-13=-198/412, 6-12=-201/372, 7-12=-606/648, 7-10=0/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 5, 6, 9, 9, 1, 2, 16, 15, 3, 13, 12, 7 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 14 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) atjoint(s) 11 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 612 lb uplift at joint 9 and 755 lb uplift at joint 16. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard fteh,g. Ple. thoroeg%. wlor the *A.[ROon¢oAF1('1EUER j,SE.ArRttrf¢tlSa(ORorfO4g(O41CAV¢('¢uTt21ACARp'NIFDOEA1iR1'form. Roily desigoparemelm and rendvoleson@isL,ss oesign oraringOOojend IheB,ou:inodiner, Pi. Aefcrer Sheetbetnause. unlrstntteraisest ed oa the fD1.Orly �bire4annede, pinlessboli br used to the Nolohe slid. A. Irms Got, tng'mec{u,Sp!dohy (ug eeit theml on my too apreunts.. wpt tithe prolesd-I engineering mspaesibibtylathe d6pel!`eti,ShtItustdrpierd vthe TOOodj,ad,r lPbl. the drsigoossspbes, beS„g r:vdAios. MANUEL MARTINEZ, P.E. isuilobi6yaad use dds irsuforcry Br:':dfrgisiM!eyomileS:yof s"-a0.an,+�oaoeisaaAarted egenl or she Boil€uguesigott; wthe metetl of lM1e l¢Lthe lB(,(he luolbogtiog cede cod lP4g. the opproeoletthe lov e.=.d any mid usroithe Guu,:xiuurag M1en:T:rtg, slosagq iod000dae end htmi,g d4be the #047182 ! lopoeubir�ydihe Eo,Tdiog G!L7ar All,00tesulp: iethe TOoond the Pr06Ree ed OeWinool the WI&g(ompenem Bogie ldolmeden(0611, puhlithed by Mod $rtAo(etetmenmd lei gemel guid;,-te,TPi•Id::a:sNerespoad.Sdies and`wA<so}�.ee'fusl Oesign!r,iross 7esigA Engineer and � imssAiaaulormrzy unktsnlh!nae detioec Cpa(amrnn e�naedupoin.,:dy 6y oR parlies in,:lv!d. rx l,uss ocign FegiAeH is Nfi[the oa ng Oesignerar buss gystenfegiaeer for coy hniL;:ng. Ail(apita(Cedt. ore mde`.--edi,m). I 10019(horlton(ir. (oppight©tO15A•ltoofLusses•Noaueltdmtinu,P.f.Repsododimdlksdwuata,Inanylm=5,ispdibdrdwid!�ri!h permissionlsomAlR.Mutes-Nonmlgiefor,P1. ; Orlando, FL32832 ' Job russ Truss Type cats Ply Std Pac/6511 EL B A0562053 61684 [AO6 Common 4 1 e Job Reference (optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 1.620 s Apr 3u 2015 Print: 7.620 s Apr 30 20t5 not t ex Industries, Inc. i nu Aug 13 08:06:55 2015 rage I D: W?quLcORe?LfzLe98RjH4yHM91-rdZgTx68ZB RgGPnEu W9gahtsKkAzt3HZhOATPZyoKsl 1-8-0 7-0-3 13-1-3 17-4 8 21-7-14 27-5-11 33-5-0 1-8-0 5 4-3 6-0-15 4-3. 4-3-6 5-9-13 5-11-5 3x8 MT20HS::-� 3x4 3x8 % 3 2 4.00 12 5x6 = 1.5x4 II 5 - 1.5x4 II 7 5x6 WBZ' 3x4 9 4x6 10 Dead Load Defl. = 3/8 if 27 28 16 29 30 31 14 1332 33 2618 17 15 14 12 3x4 — —3x6 II 4x6 II 3x8 MT20HS= 3x8 =3x8 MT20HS= 1,5x4 II 5x10 !I 3x8 = 1-8-0 1-4-0 7-0-3 13-1-3 22-7-8 27-5-11 33-5-0 -0-0 5-4-3 6-0-15 9-6-5 4-10-3 5-11-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.31 12-14 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.67 14-15 >572 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-15 oc bracing. WEBS 1 Row at midpt 2-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 158310-8-0 (min.0-1-14) 11 = 1425/Mechanical Max Horz 18 = 150(LC 8) Max Uplift 18 = -739(LC 6) 11 = -597(LC 7) Max Grav 18 = 1583(LC 1) 11 = 1425(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/294, 2-3=-2767/2382, 3-4=-2547/2260, 4-5=-2480/2271, 5-6=-2538/2461, 6-7=-2598/2518, 7-8=-2510/2318, 8-9=-2574/2307, 9-10=-2815/2478, 10-11=-637/252 BOT CHORD 1-26=-249/300, 18-26=249/300, 18-27=-249/300, 17-27=-249/300, 17-28=-2155/2568, 16-28=-2155/2568, 15-16=-2155/2568, 15-29=-1424/1890, 29-30=-1424/1890, 30-31=-1424/1890, 14-31=-1424/1890, 13-14=-2199/2585, BOT CHORD 1-26=249/300, 18-26=-249/300, 18-27=-249/300, 17-27=-249/300, 17-28=-2155/2568, 16-28=2155/2568, 15-16=-2155/2568, 15-29=-142411890, 29-30=-1424/1890, 30-31=-1424/1890, 14-31=-1424/1890, 13-14=-2199/2585, 13-32=-2199/2585, 12-32=-2199/2585, 12-33=-2199/2585,11-33=-2199/2585 WEBS 2-18=-1441/1478, 2-17=-2058/2341, 3-17=235/355, 3-15=-333/320, 5-15=-399/558, 6-15=-744/830, 6-14=-832/910, 7-14=-442/590, 9-14=-291 /316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 739 lb uplift at joint 18 and 597 lb uplift at joint 11. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 175 lb FT = 0% 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 19maing PkasethoroagBlyreviewshe'SdROOF IDUfsTstlfllER46fgtPRITERpfBfCBDIF1Ph1CUs1CAtIRfBeTFT)liBRO'8lE]DFafNI`Toim.h6lydmignPC, amef"sandreadnosesonihisLassDesignCraring(IPDjaadlheMoeaetaortines,U,Refsrer::eshalbdorense.Unless:fbttwisysS:edontherOD,osdy MANUELMARTINEZ P.E. 1 Whtman.,plal.sMobe nsedfit the I'DBsobtulid.vso Tms Onia tnguv!r;l.e., Spetmiylag�ent. ibaeoloe a Cy 100ep Ats an oaephnm m'tde pr�fessionaleogineningrmpansibiRtyfa$t design of'"v sagfeT:Rdepined asthsTCP anfj,:adtt1P41. the designssacpbos,loa5ng rnditioot, t suildifilyooduseonks Tintsfomy Pclding is the respomibd=syof tle avnm,rhe owns's mlhotited agent of the hildag Pesignes, in the sonteel of the IRL the IS( the losol building rode end M.).Theoppmvai of the TUB o.=.d any fied use IF the Tass,ixladieg hoodng,w,ge-Joslogatiao Coil bmdng, shlibe the #047182 mp—Nityof the Euddlay Dls;;?erea(ontea:r. AltosAnet trio the TDondtht pokesc^d guidsrmet of t6r€aildieg;ompanem sotey fldotmatien jROl; published by TVl WWI, ere ttfelentedfugeoet:!guid t(.. 41 dcti?es;he respaulii:as and tvF•.t of tze'ross otugoes,Lux oesiga (ngioeetand 10019(horiton(ir. Toss Adevemnm, ootessafbswie hNned by. (Dolton onreed up:n in,heq by or pa lim inveNed, tee Goss Design reliever is NOT the Building Designer o, Truss sysivm fnlintet br anybuilTC1, All ropiolleedtNr:s:re asde3.=.edinTP6t. i Orlando, fL 32831 Copysight@1015 Ad Poor Trusses • Ianael fdm8nes, PI Repradmlion of Ns dowses, io anv fare, it pahibi'ed with vriltea pmpifro ssion m A.I Roof Cusses-Xonuel Mmlinez, P.F. i Job Truss Truss Type Qty Ply Std Pac/6511 EL B A056205,4 61684 A07 common 1 1 Job Reference (optional) V Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:55 2015 Page I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-rdZgTx68ZBRgGPnEuW9gahtwnkB8t3JZhOATPZyoKsl 5- -9 , 11-8-6 , 15-11-12 , 20-3-2 , 26-5-4 , 31-9-8 ,33-4-4, 5-10-9 5-9-14 4-3� 4-3-6 6-2-2 5-4-4 1-6-12 4.00 12 5x6 = Dead Load Defl. = 3/8 it 1.5x4 II " 18 16 -- -- -- 15 13 12-- 1.5x4 11 3x8 MT20HS= 3x8 = 3x8 = 4x6 11 3x4 = 4x10 II 3x8 MT20HS= 33-4-4 -0-(d-12 5-10-9 10-9-0 21-3-0 26-5-d 31-9-8 32iQ-4 0 -12 5-10-9 4-10-7 10-6-0 5-2-4 5-4-4 0- 12 1-4-0 Plate Offsets (X,Y)— [1:0-7-6,Edge), [10:0-2-0,0-3-41, [13:0-2-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.28 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.65 15-16 >587 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 175 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8: 2x6 SP No.2 SLIDER Left 2x6 SP No.2 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. WEBS 1 Row at midpt 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1427/0-8-0 (min. 0-1-11) 12 = 1575/0-5-8 (min. 0-1-14) Max Horz 1 = -150(LC 9) Max Uplift 1 = -597(LC 6) 12 = -731(LC 7) Max Grav 1 = 1427(LC 1) 12 = 1575(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-441/65, 2-3=-2798/2479, 3-4=-2574/2308,4-5=-2508/2318, 5-6=-2599/2519, 6-7=-2559/2483, 7-8=-2500/2290, 8-9=-2568/2278, 9-10=-2813/2424, 10-11=-361/256 BOT CHORD 1-26=-2149/2576, 18-26=-2149/2576, 18-27=-2149/2576, 17-27=-2149/2576, 16-17=-2149/2576, 16-28=-1387/1896, 28-29=-1387/1896, 29-30=-1387/1896, 15-30=-1387/1896, 14-15=-2154/2611, 14-31=-2154/2611, 13-31 =-2154/261 1, BOT CHORD 1-26=-2149/2576, 18-26=-2149/2576, 18-27=-2,149/2576, 17-27=-2149/2576, 16-17=-2149/2576,16-28=-1387/1896, 28-29=-138711896,29-30=-1387/1896, 15-30=-138711896, 14-15=-2154/2611, 14-31=2154/2611, 13-31 =-2154/261 1, 13-32=-211/336, 12-32=-211/336, 12-33=-211 /336, 11-33=-211 /336 WEBS 3-16=-285/308, 5-16=-446/593, 6-16=823/901, 6-15=-767/850, 7-15=-407/569, 9-15=-352/343, 9-13=-220/342, 10-13=-2041/2335, 10-12=-1433/1471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C. Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 1 and 731 lb uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W-ng- Plmselhosoogbly,wfewihe-A I ROOF TRUSSB(MIOI'),OINIRAI iFRMSB(ONDITIONS NSTOMFR('BUTFRI A[VNOW(EODfIifNPtorm. Verily desigopmumetas railroad rota onthis I Design Drawing POD) and the Manuel Mraker,FT. getertnro Sheol before use. Udess alh—im slated on the IDD,only MANUEL MARTINEZ P.E. �Mi(h mmedor plates shall be used for the TOD to be solid. Asa Truss Desigv Fngiaeei (ae, Spedairy Fngireesj,the$,airs rnylOD represents ar enephnee of the p(fn,ional engiaeerieg(spoosibiliy tar the design of the ungleTruss depdedwlke104only, smiler Rol.Tbedeugemwmptiona,koding(sdiemos, r witoblOry and ateathis ➢msfor any Building is The responsibility of The (Inner, the Owner's uuthorhed agent or The Guiding Designer, In fee(Wert of the III, the lB(, the local building rude and TPI.I. The aptum.1 of the TOO and any field we al the Trust, Wading handling, storage, installation and Wdag, shell be the #047182 rtspansibirdy of the BoOdingDnigaer and Conirano6 AD nvtet tntoulin the NDond else prarti(,ord gudeliaesol the Building(omponao15c!Wry ldormmUor(B(SI)pnhrnhed byRl railSB(A ore rzfe-eafforgnnemlguldame.TRld 10019 Chorltoo Cir, Truss A-fadmer, auto$, otherwise defined by a (action agreed upon in writing by oil parties iovoleed. The buss Design Eegirut, I, NOT Ike knifing Designer or Truss Syria. Engineer fos any building. All (opilAW tam, are as defined in I1461. flrIDDdD, FL 32832 Copyright ©2015 A-1 Roof Tresses - Manuel Modim, P.I. Reproduction of this dorument, in any [a,m, is prohibited With .,into permissinnirom A-1 Roof Trusses -Manuel Moat P.E. Job russ Truss Type Qty Ply Pac/6511 ELB A0562055 61684 [AO7A Common 1 1 �Std A Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 3u 2015 Print: UILI s Apr 3u zulb rim I eK Inauscnes, Inc. I nu Hug to uo.uo.00 Zu 10 rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-Kp72hH6mKVZhtZMQSEg37vQ2m8W icUniw2vox?yoKs 5-10-9 11-8-6 15-11-12 18-1-11 20-3-0 23-3-0 27-5-5 31:9-8 33-4-4 5-10-9 5-9-14 2-1-15 2-1-5 3-0-0 4-2-5 4 4-3 1 6-12 4.00 12 5x6 = 4x6 Dead Load Dell. = 11/16 it 6 7 4x4 5x6 WB� 1.5x4 II 1.5x4 II 8 5x10 MT20HS WB-- 5 4 0 9 10 3x4 4x8 zzz Ci 4x8 � 3 11 7x10 1 2 I 18 17 3 12 0 8 2 = 40 13 a0 av Io 31 23 32 22 21 33 34 35 20 36 19 16 37 15 38 1439 1.5x4 11 3x8 MT20HS= 4x8 = 1.5x4 11 1.5x4 11 5x10 = 3x4 = 4x10 11 7x14 MT20HS= 3x8 = 3344 -0 -12 5-10-9 10-9-0 18-1-6 20.3-0 23-3-0 27-5-5 31-9-8 3 -4 0 12 5-10-9 4-10-7 7d-6 2-1-10 3-0-0 4-2-5 4-0-3 0- -12 140 Plate Offsets (X,Y)— [1:0-7-6,Edge], [4:0-3-0,Edge], [7:0-2-4,0-2-0], [9:0-1-12,0-2-0], [10:0-5-0,Edge], [11:0-3-4,0-2-0], [12:0-2-0,0-3-4], [15:0-4-0,0-1-12], [17:0-7-8,Edge], [20.0-1-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) 0.62 18 >613 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.07 18 >356 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.48 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 203 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Excepe B4,B2: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` W10,W12,W8,W7: 2x4 SP No.2 W15: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-1-9 oc bracing. WEBS 1 Row at midpt 7-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 1426/0-8-0 (min.0-1-11) 14 = 1573/0-5-8 (min. 0-1-14) Max Horz 1 = -150(LC 9) Max Uplift 1 = -597(LC 6) 14 = -732(LC 7) Max Grav 1 = 1426(LC 1) 14 = 1573(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-433/73, 2-3=-2798/2479, 3-4=-2562/2313, 4-5=-2496/2323, 5-6=-2586/2524, 6-7=-2244/2229, 7-8=-4405/3915, 8-9=-4424/3838, 9-10=-6615/5646, 10-11=-6694/5642, 11-12=-2736/2351, 12-13=-262/316 BOT CHORD 1-31 =-2148/2576, 23-31 =-2148/2576, BOT CHORD 1-31=-2148/2576, 23-31=-2148/2576, 23-32=-2148/2576, 22-32=-2148/2576, 21-22=-2148/2576, 21-33=-1385/1902, 33-34=-138511902, 34-35=-1385/1902, 20-35=-1385/1902, 15-38=-270/240, 14-38=-270/240, 14-39=-270/240, 13-39=-270/256, 1840=-5230/6478, 17-40=-5229/6479 WEBS 5-21=-443/591, 6-21=-834/871, 6-20=-590/676, 7-20=-2329/1979, 8-18=-217/279, 9-17=-1350/1749, 11 -1 5=-1 545/1419, 12-15=-2077/2383, 12-14=-1445/1448, 9-18=-2591/2222, 11-17=-3091/3868, 15-17=-2155/2633, 18-20=-2062/2763, 7-18=-2891/3547, 3-21=-297/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 1 and 732 lb uplift at joint 14. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Plm., 11, glryretie.the 'IA ROOF IRINS15111FR7,MIRAC TIRYSA(ORDITION5(USTOMFR rBBTn?A(rNOWIFODFNFNr I.- Yaify design promeeers and read notes on this Truss Design Dmaving(ND)and the MoeveIMmhnes,Fl.Referees¢steel beforeuse, Unlesso 1,e1ns, staled on the IOD,only Wild mmedorplot,, shall be end to, the TOO to be did. A,. nuns Design Engine,,(i.e„Spedolty lagin ), the seal on any TOO represents as aa.pne"of the profnni-I rant aeeting rtsponsibitly for the design of the single Truss derided a a the TOO only, under TPN. The desiga assumpli-, loa&ngmndifi-, MANUEL MARiINEZ, P.E. �suitability and use of this Truss far any Build'rog is the"spowhililyol the O—s. the Drums oatbmiod agent or the Buldig Oesigosr, in the rated slthe IRE, the IB(,the lorol budding odd and TPhl. The appool anhe TOO ad a, field uu of the Truss, intludmg bealig,stooge, irolAfioo and bmdog, shall he the #047182 respanbriDtyof The gaDding Designer aad(omrrdar. AD notes m out in the TOO and the pmdimsaad guidelinesrohhe Building Component Safety lMormatian(1161) published byTPI and SB(A are refennred for general goldome. VIA defines the mponsiodifits and dueies of the Truss Or signet, Truss Design Engineer and 10019(horllon(ir. Truss Mavutomer, unless elb-ise dereed by a (annod agreed upon in rritag he all parties fnsale,d. The Iruu Design hgloen is NOT the RulKing Dedgaer or Ttou System Ingin- to, soy building. All (opuolad Inms me as defined is TPId. copyright@ 201S A4 Real Trusses • Manuel Mndfner, P.F. Reprodudiun of this darument, in our form, is prohibited with Written permistion from A-1 Roof Trusses - Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 A08 Roof Special Girder 1 1 A0562056 Job Reference (optional) I Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:57 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-oOhQud7O5ohYVjxc?xB If6zFmYs9LyFr8ifaTRyoKs 1-7-10 3-6-0 55 6-0. 10-8-0 15-1-4 19-4-8 23-7-13 29--1-10 3%2-4 W-9-0 1-7-10 1-10-6 2-0-0 5-2-0 4-5� 4-3-5 4-3-5 5-9-13 5-8-10 1 6-12 5x6 = Dead Load DeFl. = 1/2 it 7 1.5x4 II 1.5x4 II 6 8 3x6 Zz 3x4 5 4.00 12 9 3x4 13 1.5x4 11 5x6 = 5x6 = 5 10 2 7x10 11 1 11 1 m 12 'c Ld Im 4� O 2720 28 19 29 18 17 30 16 31 32 33 15 34 14 35 1336 0 5x6 = 4x4 = 3x8 MT20HS= 3x8 = 5x12 = 4x6 11 3x6 = _ 3x6 — 4x4 = 1-7-10 36-9-0 1.4-0 5-6-0 10-8-0 14-9-0 23-7-13 29-5-10 35-2-4 35r5-0 il 1.4-0 3-10£ 5-2-0 4-1-0 8-10-13 5-9-13 5-8-10 0-3-10 1-4.0 Plate Offsets (X,Y)—[11:0-8-8,0-3-01, rl4:0-2-12,0-2-01, [15:0-4-4,0-3-01, [19:0-1-12,0-2-01, [20:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.28 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.79 15-16 >512 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.13 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 195 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1,W13: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20 = 1483/0-7-4 (min.0-1-12) 13 = 1640/0-5-8 (min.0-1-15) Max Horz 20 = 132(LC 6) Max Uplift 20 = -814(LC 4) 13 = -760(LC 5) Max Grav 20 = 1483(LC 1) 13 = 1640(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-142/415, 2-3=-147/384, 3.4=-3400/1551, 4-5=-3416/1472, 5-6=-2856/1221, 6-7=-2852/1315, 7-8=-2771/1270, 8-9=-2686/1130, 9-10=-2751/1119, 10-11=-2973/1218, 11-12=-402/228 BOT CHORD 1-27=-368/126, 20-27=-368/126, 20-28=-882/1680, 19-28=-882/1680, 19-29=-1633/3534, 18-29=-1633/3534, 17-18=-1360/3206, 17-30=-1360/3206, 16-30=-1360/3206, 16-31=-715/2069, 31-32=-715/2069, 32-33=-715/2069, 15-33=-715/2069, 15-34=-1055/2758, 14-34=-1055/2758, 14-35=-183/378, 13-35=-183/378, 13-36=-183/378, BOT CHORD 1-27=-368/126, 20-27=-368/126, 20-28=-882/1680, 19-28=-882/1680, 19-29=-1633/3534, 18-29=-1633/3534, 17-18=-1360/3206, 17-30=-1360/3206, 16-30=-1360/3206, 16-31=-715/2069, 31-32=-715/2069, 32-33=-715/2069, 15-33=-715/2069, 15-34=-1055/2758, 14-34=-1055/2758,14-35=-1831378, 13-35=-183/378,13-36=-183/378, 12-36=-183/378 WEBS 3-20=-2078/981, 3-19=-894/2118, 4-19=-1244/601, 4-18=-591/310, 5-18=-46/351, 5-16=-665/427, 6-16=-304/258, 7-16=-520/1019, 7-15=-456/873, 8-15=-391/326, 10- 1 5=-320/255, 11 A 4=-981/2429, 11-13=-1496/795 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #1601 16th Moving Load; #1701 17th Moving Load; #1801 18th Moving Load; #1901 19th Moving Load; #2001 20th Moving Load; #2101 21st Moving Load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 814 lb uplift at joint 20 and 760 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 210 lb up at 3-6-0 on top chord, and 61 lb down and 134 lb up at 3-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-7=-70, 7-12=-70, 21-24=-20 Concentrated Loads (lb) Vert: 3=99(B) 28=85(B) Warning-Pleaselho,oughlyteeiea the 'A.IROOF TRUSSES(5E11Rr),GHURA( FIRMS &(ONDITIONS(USTOMIKrBUYFKiA(KNOWHOG1M(XrIn,m.V,,dydesign pommetenandrend outesooOil, Tu DesignD,.Wng(TOO)ondthe Nwuelnmfine;PL11,retena%setHuse use. Oulu$$ah-imslakeonthe ED'only MANIIELMARiINEZ P.E. Nr$h ronw,lor plofm shall be mud la the ODD to be uoGd. As oLuss Design Fngineet (e. Spsiolry kgiaeer), the sent no s nyED rupusents on .'apt-, of Me prolmsionaf engioemmg ",p ostbsility in, the desigo of the single Tmss depitled oo the TOD only, We, TPAI. The design mwmpXous, loading rundd400s, sogohlGry unit use of this Tmstor my Beildog is the mpwsibihty .1 [he Dun,,, the Oew,iwtho,hd agent or the BAIng Designer, in the mmutal the 19(, the IF( she lo,d bu0ding rode and TFIA. the opproeal of the TOO and ony field use of the Truss, imhiding bwdling, sloioge, imro116o.ad 6.6.9, shun be the #047182 /!\ rospomibniryol the BuilEingOmigns andConfrartor. All notes set out io she 100 and the praofas and guidelines of the Building Component Safetylnfntmmm(1161) published by TPl nod SI(A are olmnM In,general guidome.IN-1 delines the.,puAilifies end duUet of the Truss Designs,➢uss Design(ngineer end 100 19 (horlton (ir. Doss Ywufattu er, unless othenise dehotd by a Comma egreed upon in urifing byoll pmfies mroleed. the buss Design Engines h XOI be BeIlEsng Designer or Luse Sysrtm [ngineer far ony building. 10 (npDnliud Icon a,e of defined in rot -I. Cappight@7015 A.1 Roof Tresses - Manuel Moslim, P.I. Repmduttion of this dorument, in any Form, fs prohibited rith writlen pmmissionfrom A-1 Roo( Trusses- Morsel Mortiner, P.L Orlando, FL 32832 Job-- Truss Truss Type Qty Ply Pac/6511 EL B A0562057 '61684 A09 Roof Special 1 1 �Std ,}_ } Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 1.620 s Apr 3u 2015 Mf I ex Industries, Inc. Thu Aug 13 08:06:58 2015 rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-GCFp6z80s6pP7tWpZftXCKVQaxAg4Pi?NMO701yoKs 1-7-1n. F-d-R 7-4-R 12-6-7 17-6-0 , 21-3-0 , 28-2-10 i 35-24 _r 36-9-0i 5x6 = 5x8 = Dead Load Dell. = 5/8 it 3xi S-- 3x4 4.00 12 6x6 Sx6 =7x10 to3 \\ �2 7x10 II 10 1Vftl11 BJ m I� 0 2720 28 19 29 18 17 30 16 31 15 14 32 13 33 1234 4x6 11 3x8 = 5x10 MT20HS= 3x8 = 3x4 = 4x6 = 4x6 II 3x6 = 3x6 = 1-7-10 36-9-0 1-0-0 -5-0-8 7-4-8 17-6-0 21-3-0 28-2-10 35-2-4 35-5-0� 11--4 0 3-8-14 2-0-0 10-1-8 3-9-0 6-11-10 6-11-10 0- 1d2d 2 t 0-3-10 1-4-0 Plate Offsets (X Y)-- [2:0-1-12 0-3-8) f3.0-1-12 0-2-0] [7'0-5-4 0-2-81 [10:0-8-8 0-3-0] [13:0-2-12 0-2-0] [19:0-2-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.36 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.96 16-18 >419 240 MT20HS 1871143 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 195 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3,T5,T6: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1,W12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 1 Row at midpt 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 20 = 1657/0-7-4 (min. 0-1-15) 12 = 1650/0-5-8 (min. 0-1-15) Max Horz 20 = -118(LC 9) Max Uplift 20 = -794(LC 6) 12 = -772(LC 7) Max Grav 20 = 1657(LC 1) 12 = 1650(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-216/331, 2-3=-2694/2262, 3-4=-3596/3005, 4-5=-3937/3353, 5-6=-2561/2287, 6-7=-2383/2242, 7-8=-2434/2237, 8-9=2518/2217, 9-10=-3081/2604, 10-11=-514/248 BOT CHORD 1-27=-289/201, 20-27=-289/201, 20-28=-289/201, 19-28=-289/201, 19-29=-198512466,18-29=-1985/2466, 17-18=-2452/3010, 17-30=-2452/3010, 16-30=-245213010, 16-31=-1710/2316, 15-31=-1710/2316, 14-15=-2297/2849, 14-32=-2297/2849, 13-32=-2297/2849, BOT CHORD 1-27=-289/201, 20-27=-289/201, 20-28=-289/201, 19-28=-289/201, 19-29=-1985/2466, 18-29=-1985/2466, 17-18=-2452/3010, 17-30=-2452/3010, 16-30=-2452/3010, 16-31=-1710/2316, 15-31=-1710/2316, 14-15=-2297/2849, 14-32=-2297/2849, 13-32=-2297/2849, 13-33=-305/484,12-33=-305/484, 12-34=-305/484, 11-34=-305/484 WEBS 2-20=-1501/1474, 2-19=-2034/2370, 3-19=-536/375, 3-18=-1227/1644, 4-18=-1450/1336, 5-18=-577/867, 5-16=-791/900, 6-16=-414/534, 7-10= 113/277, 7-15=-226/395, 9-15=-640/644, 9-13=-106/297, 10-13=-2002/2392, 10-12=-1525/1598 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3, 4, 6, 7, 8, 17, 2, 19, 18, 5, 16, 15, 9, 13, 10 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 20 and 772 lb uplift at joint 12. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Waiaivg-PleaurMsoxghipeeiv rhe-A IR00F I111550('SfIIERj,6(NFRA(IERYS6(ONDItlOMf[UfiO4frrDUlfR�A[rNOWIFDLFAEXP Iorm. yerly deuga pammden and read at., oa thi,ImssBest. Ninviog(r00)aad the Wood Merino, F.E. Reference Sheet be[ om use. Udeu othenix stared an the IDD, any, MANUEL MARiINEI, P.E. Wlei tonoedos plalm shall be used for the IDD to be vo0d. As o Loss 0esige Frgineer (.e., Spedolry Fngineerl the seolon anylDO,epresenh on oaeplan,. of the professional engioee,ing responsioibry for the design of n,e sirgleLuss defined ou Ibe MD only, uade, TPTI. The desige msuapfiom, boding con6tiom, �suldilty and use of W,Lms lm any Budding is theespe,iblfiy ohhe Does, the 0en6alhorned a goal at Budding Designer, in the rout .1the W, the lr(, the Intel building code and TPld.The opproml of the TODuad any field use ofthe Truss, inducting handling, storage, inslollolian and hrating,sholl be the #047182 respnmibifiry of tAe Budding Dmigmrand(onirauor, AO note smoulin^he lDO andfhc pmtitm and geidelims .1 the Building Componeul Safeyhdormation lR00pub0d by Tel and Sr(A are relunttd for general guldense.IFI-I deli- the,pearbiGfies and dories of the lass Designer, Lass Design Engineer and 10019(horlton(ir. Oosshimulaamer,aal- oTh-ne defined by a(oahan agreed upon coifing byo0 partiesineoleed. The buss Design feginenLN0l tEe euildiog Des(gnerortmu System (ngioeer for ooyboiidetg L110pitalu dlnms areas there'd ie lPbl. Copyright @ 2015 A-1 Roof Trusses -Manuel Muslim, P.T. Reproduction of this domment, in any loan, is prohibited rA mitten permission from A -I Roof Trusses -Manuel Martinet, P.f. Drlondo, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/651 1-EL B A0562058 61684 A10 Roof Special 1 1 Job Reference (optional) d , Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:58 2015 Page I D:W?quLcr?Re?Lf7Le98RjH4yHM91-GCFp6z8Os6pP7tWpZf[XCKVQcx9b4Pb?N MO70tyoKs 11-7-10 71-8 1 91 t 15-6-0 1 19-4-8 23-3-0 1 28-9-1.5 1 35-2-4 136-9-0 1-7-10 5-8-14 2-0 T 6-1 8 3-10 8 3-10-8 5-fi-15 6-4-5 1-6-12 5x6 — Dead Load Defl. = 3/8 it 3x4 = 5x6 = 3x6 = 5x8 = 5x6 WB= 3x8 = 3x8 = 46 11 3x6 = 3x8 MT20HS= 1-7-10 36-9-0 1-0-0 7-4-8 9-4-8 15-6-0 23-3-0 t 28-9-15 35-24 3$-SO t 1-4-0 5-8-14 2-0-0 6-1-8 7-9-0 5-6-15 6-0.5 0- 11� 2 0-3-10 1-4-D Plate Offsets (X,Y)— [2:0-8-12,0-3-41,[9:0-8-8,0-3-01,[12:0-2-12,0-2-01,[17:0-4-0,0-1-121 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) 0.28 15-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Ved(TL) -0.63 15-17 >635 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 192 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* 133: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1,W11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-17, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 1657/0-7-4 (min.0-1-15) 11 = 1650/0-5-8 (min.0-1-15) Max Horz 18 = 103(LC 8) Max Uplift 18 = -808(LC 6) 11 = -786(LC 7) Max Grav 18 = 1657(LC 1) 11 = 1650(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-401/243, 2-3=-2968/2425, 3-4=-2806/2416, 4-5=-2852/2435, 5-6=-2658/2412, 6-7=-2505/2293, 7-8=-2693/2329, 8-9=-3037/2535, 9-10=-461/194 BOT CHORD 1-25=-238/382, 18-25=-238/382, 18-26=-273/382, 17-26=-273/382, 17-27=-2728/3391,16-27=-2728/3391, 15-16=-2728/3391, 15-28=-2024/2684, 14-28=-2024/2684, 13-14=-2237/2810, BOT CHORD 1-25=-238/382, 18-25=-238/382, 18-26=-273/382,17-26=-273/382, 17-27=-2728/3391, 16-27=-2728/3391, 15-16=-2728/3391, 15-28=-2024/2684, 14-28=-2024/2684; 13-14=-2237/2810, 13-29=-2237/2810, 12-29=-2237/2810, 12-30=-244/430, 11-30=-244/430, 11 -31 =-244/430, 10-31=-244/430 WEBS 2-18=-1556/1557, 2-17=-1903/2389, 3-17=-509f712, 4-15=-816/835, 5-15=-316/531, 6-14=-407/279, 7-14=-358/519, 8-14=-402/444, 8-12=-164/296, 9-12=-2005/2411, 9-11 =-1 520/1573, 4-17=-1048/995 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3, 4, 5, 7, 10, 2, 17, 15, 6, 14, 8, 12, 9 and 13 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 16 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 808 lb uplift at joint 18 and 786 lb uplift at joint 11. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard limning-plmu Morougbly myie.rhe'LI ROOF 1A1n58('SIlIER1.6FXFRd RRMSd(OXOI11aXS (OSTOMFR ('ADTfR1 A[CNOWIE06EMFXrform. Yer0y de4gn porometen nod mad notes ao this trues Design Dso.ing(NOjand the M.auelMorOnex, PE Rehmnu Shed behu uu. U.Ins ol6enise sided oe [be1DD, only MANUEL MARTINEZ, P.E. �Maet sonnedor pldes sha0lie oud tar the 1OO to berated. As.Lon Deiya Fngicen (e. Spedohy Engineery the uol on asryTOOreprments a-wptanm of the professional mgi....ing mspensibilily (or the design of the singlerun shtoded an the TOO only, order R61. The desige assomphaos, boding sondiGom, saitabifity, nodose of Mis[mssIs, any Buildingis Ihetmpowbilityo(the Gov, the O.Mrsomhodyedvgenl or the Duddmg 11nignet, in lhesodoet of the 18(, [he TO(, the land building ad. and Rol. The oppf... 1.1 the IDDandony, field use of the Tans,indading handling, staage, indoll.fion and broeing, shall he the #047182 usp anbifityof the 9a4d,li Dnigatitnd(omt.ttor. AO ndn sn not io the iDD and the pmdisesand gdddinet 0the Roildiag fomponedSnkg ldormatienj661) published byRl and SR(Ame«fnearedforgeneral galdenee.lPl•l datiam the respaosibtTtiesaod duties of the Truss Doigna, Truss Design ingism and 10019 Ch9rIt9n Cr. Tron Meadadmer..oleo oth,, im defined by. fanhad.greedupon in.mini by.Npmdm ia..Wd. The Truss Oesign ragi er Is NOT the Ddlding Designer or buss System[nglneer lot any building. AN fnpitabW defined in Rbl. fapyright©2015 A4 goal Trusses-Mnnael Muslim, P.I. Repre Winn of [hit dorumenh in any farm, is prohibited with.ilden permission from A•I Roof Tmsses- Manuel Mortim, P.I. Orlando, FL 321132 Job Truss Truss Type-- Qty Ply Std Pac/6511 EL B A0562059 61684 1A1 1 Roof Special 1 1 l( Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com , 1-7-10, 5-5-3 1 9-4-8 , 11-4-8 , 13-6-0 5x6 = 5x6 = - — Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:59 2015 ID: W?quLcr?Re?LfzLe98RjH4yHM91-kOpBJJ9edQxFkl5?7MEmkX2Z9LYHpsS8c08hY 19-4-8 25-M 30-5-6 35-24 , 36-9-0, 3x8 = 5x6 = Dead Load Defl. = 3/8 it 2679 27 18 17 2816 29 15 30 14 13 31 1232 3x6 = 5x8 = 3x8 = 3x8 MT20HS= 1.5x4 II 3x8 = 5x8 = 3x6 = 3x8 MT20HS= 3x8 = 1-7-10 36-9-0 IA-0, 9-4.6 11�-8 , 13-6-0 , 19-4-8 , 25-3-0 35-2-4 35rs5-0 1-4-0 7-8-14 2.0-0 2-1-8 5-10-8 5-10.8 9-11-4 0- 12 0-3.10 1.4-0 Plate Offsets (X Y)-- [3:0-3-0 0-2-01 [9:0-2-12 0-1-0] [12:0-3-12,0-3-01,[19:0-4-0,0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.32 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.70 12-13 >575 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.94 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight: 193 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1,W11: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. WEBS 1 Row at midpt 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (lb/size) 19 = 1657/0-7-4 (min.0-1-15) 12 = 1650/0-5-8 (min.0-1-15) Max Horz 19 = 88(LC 8) Max Uplift 19 = -819(LC 6) 12 = -799(LC 7) Max Grav 19 = 1657(LC 1) 12 = 1650(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-427/273, 2-3=-422/259, 3-4=-2916/2427, 4-5=-2752/2381, 5-6=-3038/2623, 6-7=-2903/2553, 7-8=-2678/2346, 8-9=-2863/2382, 9-10=-634/141, 10-11=-652/143 BOT CHORD 1-26=-236/382, 19-26=-236/382, 19-27=-2021 /2498, 18-27=-2021 /2498, 18-28=-2394/3125, 17-28=-2394/3125, 16-17=-2394/3125, 16-29=-2421 /3192, 15-29=-2421/3192,15-30=-2421/3192, 14-30=-2421/3192, 13-14=-2421/3192, 13-31=-2193/2672, 12-31=-2193/2672, BOT CHORD 1-26=-236/382, 19-26=-236/382, 19-27=-2021 /2498, 18-27=-2021 /2498, 18-28=-2394/3125, 17-28=-2394/3125, 16-17=-2394/3125, 16-29=-2421 /3192, 15-29=-2421/3192, 15-30=-2421/3192, 14-30=-2421/3192, 13-14=-2421/3192, 13-31=-2193/2672, 12-31=-2193/2672, 12-32=-116/582, 11-32=-116/582 WEBS 2-19=-280/445, 3-19=-2580/2376, 3-18=-33/313, 4-18=-475/664, 5-16=-435/417, 6-16=-481/657, 7-16=-498/300, 7-15=0/298, 7-13=-736/552, 8-13=-318/543, 9-13=-51/262, 9-12=-2565/2477, 10-12=-303/539, 5-18=-759/657 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf,- h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water . ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 819 lb uplift at joint 19 and 799 lb uplift at joint 12. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmomg-Plmse tbnoophly miler thn'A.]100I TBUSSESrSl(IT8).WERA(T11115&(OBDMONS(USTONfgrBumIA(CNOWIID6(MTUI- I.- Verily dedgnpmumetea nil mod ootnon IN, lmssOnign Om.ing000)ondlhe nonuel llorrinet,PL AehrenrzSheel he(ne use Unlns arhenise slated on the l00,only MANUEE MARTINEZ P.E. MneY ronnedor ploles shAll6eAudfor lhelDDte bnvolid. AsoLoss OniyA Fngiveer lie, Spedoiry Enginen},IhA seolon onylOD mpmsenlsAn Phu- .1 the pmlessionnl engineering responsib8ily for the design of the single Truss depidedon the lDDAnly, under lPld. Thedesigo euemp0ons, boding mndilioes, r 041rityuvd om of this Two for ony BuOdieg 6 the mpensibTAId the 0mt,11be 0.ners mhvimd egent.r the 001,ug Mg-,iu the m1e4 of the IRC, the I8(, the lord b0dmg ede endTPld. The opp d the TDD and ony field usedthe Itua,iud.dmg hnd0ng. domge, Imhllefien and 4 iug, shell be the #047182 I eespons144.1the 8A04ugDnigneroadOultwer. All notes set ou(iA The 011udthe pmdi,nondguideliuesef the BuitNugCompeuwWay ldgmati,e(B(9) published byTPlnndSO(Ame«ft-ndforge.11.1Vldona.TP6ldefie.theenponsib,7nineuddu0eso the T,o,0signe,,T.-Daign[up eated 10019(horlton(ir. I'm, Menufodmer, unless wt er.im ddeed by a (oohed ogrmd upon ie wiling by o3 pmtln i-Ind. The buss Oedgn Tnginen is NOT the Building Dnitpw out Luss System Engineer lo, ony Mddlog. All (.0uhted Isms nm os defined iu IN-1. 6pyright©201S A•I tool Trusses- Mew[ When, P.r. Repmdutlion dthis domment,inAny Imm, is prohibited with wei0en pe,mission from A -I toot Trusses- Menuel Mortien, P.P. Orlando, Fl. 32832 Job Truss Truss Type Qty. Ply Std Pac/6511 EL B 61684 Al2 Hip 1 1 A0562060 Job Reference (optional)R Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:06:59 2015 Page I D: W?q u Lcr? Re?LfzLe98 Rj H4yH M 91-kOpBJJ9edQxFk 15? 7M EmkX2crLXYpsY8cO8hYKyoKs 1-7-10 5-5 3 9-6-0 15-9 6 20-11-10 27-3-0 31 4-11 35-2 4 36-9-0, 1-7-10 3-9-9 4-0-13 6-3 6 5-2 4 6-3-6 4-1-11 3-9-10 1-6-12� 5x6 = 4.00 12 3x4 = 3x4 = 3x8 MT20HS= 5x6 = Dead Load Defl. = 7116 it 3x6 = 5x8 = 3x8 = 3x8 MT20HS-- 3x4 = 5x6 WB= 3x8 = 5x8 = 3x6 = 1-7-10 36-9-0 1� 9-6-0 18-4-8 27-3-0 , 35-2-4 35: 5-0 , t 1-4-0 7-108 8-10-8 8-10.8 7-11-4 0- 12 0-3-10 14-0 Plate Offsets (X,Y)— [3:0-3-0,0-2-01, [9:0-3-0,0-2-01, [12:04-0,0-3-01, [18:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) 0.35 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.78 13-15 >513 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.18 12 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) Weight: 181 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1,W9: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. WEBS 1 Row at midpt 5-17, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 1657/0-7-4 (min. 0-1-15) 12 = 1650/0-5-8 (min. 0-1-15) Max Horz 18 = 72(LC 8) Max Uplift 18 = -829(LC 6) 12 = -822(LC 7) Max Grav 18 = 1657(LC 1) 12 = 1650(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-430/297, 2-3=-426/275, 3-4=-2944/2403, 4-5=-2778/2358, 5-6=-3786/3144, 6-7=-3786/3144, 7-8=-2797/2375, 8-9=-2965/2420, 9-1 O=457/248, 10-11=-464/270 BOT CHORD 1-25=-255/385, 18-25=-255/385, 18-26=-1990/2499, 17-26=-1990/2499, 16-17=-2862/3713,16-27=-2862/3713, 15-27=-2862/3713, 15-28=-2867/3719, 14-28=-2867/3719, 13-14=-2867/3719, 13-29=-2028/2536, 12-29=-2028/2536, BOT CHORD 1-25=-255/385, 18-25=-255/385, 18-26=-1990/2499, 17-26=-1990/2499, 16-17=-2862/3713, 16-27=-2862/3713, 15-27=-2862/3713, 15-28=-2867/3719, 14-28=-2867/3719, 13-14=-2867/3719, 13-29=-2028/2536, 12-29=-2028/2536, 12-30=-230/416, 11-30=-230/416 WEBS 2-18=-297/448, 3-18=-2604/2339, 3-17=-71/413, 4-17=-330/566, 5-17=-1144/930, 7-13=-1131/915, 8-13=-333/570, 9-13=-63/398, 9-12=-2606/2346, 10-12=-299/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 829 Ib uplift at joint 18 and 822 lb uplift at joint 12. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard warning-P]easethmougmymvieushe 3-1 Roof TRUSSFSI'SHIIRIOIRIRAITIRMSACONDITIONS CUSTOYIRI'BUIFR',A(ANOWI[OGDAINT'farm.Wdyd,,ib.pomurl", ad¢odarts.. this frno"ignOmring(TOD)ondthe Manuel Aurlim,FLgermat,Sheeffair se.Dolrnntdervisestated oa]be TOD,only MANUELMARTINEZ,P.E. A! INT,k ra...Co. plot. shall be used far the IDD so be acrid. As o Tress Desoto Fnginett (ee. Speo.lty F.gmen), The seat on any TOD represeolsan uneptanm of the pr.feni esal e.giaeering,espntral ilily (a, the design of the single depicted as theTODarty, nosier TPid. The desige m—pgans, loading randlror;, tudifity and as, of this Truss any 806og is thermponfibll'dy of the Ounce, the Owner's authenhed start or The Building Designer, in the sanial.1 the lR(,If,INC, the left]baiiding rude and IPld. The approval al the TDD and any lield use of the Truss, brooding handbag, siomge, installation and bearing, shall be the ##047182 responsibility of the Bmlding Designer oadContractor. All notes set out in the Too and the pemlitn and 9.Wliaes00.Building(ompere.tSdety llrfmm.Nan(SCSI) published by VI and SR(A ore fefmenmd for general guldonte.VI-IdefmesifirmpaasWifits and duties of the Truss Desigmr, Truss Design Fng%nett and 10014 Charlton Or. Imts Ynnuta<lu¢r, sale. aMerrnedeflaed hy. (nnhonagretd apon is ua0ing byaDpanles inaalred. Their Design 1.0-, is 901 the Rugdmg Oessgner as Truss Syslem fags.,, for any building. All C.pharired Inmt on, as deh.ed in IPI-I. Copyright ©1015 A -I Roof Trusses • Manuel Mariner, P.C. RepradorVirs of this domment, in any loan, is prohibited with written permission from A-1 Roof Losses • Manuel Muslim, P.T. Orlando, EL 32832 Job Truss Truss Type Ply Pac/6511 EL B A0562061 I61684 A13 HIP GIRDER �-Qiy I 1 �Std Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MFTek Industries, Inc. Thu Aug 13 08:07:02 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-SzUJxLBXwLKgcUpaoVnTMAg9YZbBOCgbl_ML9fyoKs 1-7-10 7-6-0 13-0-2 18-4-8 23-8-14 29-3-0 35-2 4 36-9-0 1-7-10 5-10 6 5-6-2 5-4 6 5-4 6 5-6-2 5-11 4 1-6-12 Dead Load Defl. = 9/16 it 1.5x4 11 34 " 35 - 36 37 38 17 " 3940 41 . _ 4243 44 4b 13 4Ri 41 4S 49 ou 3x6 = 4x6 11 3x8 MT20HS= 1.5x4 11 3x8 = 4x6 I I 3x6 = 3x8 = 3x8 MT20HS= 1-7-10 36-9-0 �-4-01 7-6-0 13-0-2 111 23-8-14 29-3-0 35-2-0 3�$-0 I 0 5-10-6 5-6-2 5-4-6 5-4-6 5-6-2 5-11-4 0- ;a n-iAn _ 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.53 15 >767 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.89 14-15 >455 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 362 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1,W6: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10, oc purlins. BOT CHORD Rigid ceiling -directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 19 = 2787/0-7-4 (min. 0-1-10) 11 = 2780/0-5-8 (min. 0-1-10) Max Horz 19 = 57(LC 6) Max Uplift 19 = -1573(LC 4) 11 = -1566(LC 5) Max Grav 19 = 2787(LC 1) 11 = 2780(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-460/255, 2-3=-5611/3063, 3-26=-8182/4480, 26-27=-8182/4480, 4-27=-8182/4480, 4-28=-8182/4480, 28-29=-8182/4480, 5-29=-8182/4480, 5-30=-8236/4511, 30-31 =-8236/451 1, 6-31 =-8236/4511, 6-7=-8236/451 1, 7-32=-8236/4511, 32-33=-8236/4511, 8-33=-8236/4511,8-9=-5672/3097, 9-10=-517/272 BOT CHORD 1-34=-257/487, 19-34=-257/487, 19-35=-315/487, 18-35=-315/487, 18-36=-2819/5235, 36-37=-2819/5235, 37-38=-2819/5235, 17-38=-2819/5235, 16-17=-2819/5235, 16-39=-4857/9144, 39-40=4857/9144, 40-41=4857/9144, 15-41=4857/9144, 15-42=4857/9144, BOT CHORD 1-34=-257/487, 19-34=-257/487, 19-35=-315/487, 18-35=-315/487, 18-36=-2819/5235, 36-37=-2819/5235, 37-38=-2819/5235, 17-38=-2819/5235, 16-17=-2819/5235, 16-39=-4857/9144, 39-40=-4857/9144, 40-41=-4857/9144, 15-41=-4857/9144, 15-42=-4857/9144, 42-43=-4857/9144, 43-44=-4857/9144, 44-45=-4857/9144, 14-45=-4857/9144, 13-14=-2813/5293, 13-46=-2813/5293, 46-47=-2813/5293, 47-48=-2813/5293, 12-48=-2813/5293, 12-49=-292/546, 11-49=-292/546, 11-50=-292/546, 10-50=-292/546 WEBS 2-19=-2634/1580, 2-18=-2601 /4795, 3-18=-246/289, 3-16=-1741/3314, 4-16=-726/600, 5-16=-1089/567, 5-15=0/407, 5-14=-1030/534, 7-14=-743/616, 8-14=-1739/3312, 8-12=-223/274, 9-12=-2593/4789, 9-11=-2625/1581 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #1601 16th Moving Load; #1701 17th Moving Load; #1801 18th Moving Load; #1901 19th Moving Load; #2001 20th Moving Load; #2101 21st Moving Load. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1573 lb uplift atjoint 19 and 1566 lb uplift atjoint 11. 12) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. conunueo on page z Wmniog%easelhomughlymvieethe'bIROOF TRUS%('SE11FR'hGENERAIT11%Is(DNDITIONSCUSTOMER ('BUYER!A(KNOWIFOGIMENT, To- Verity design pmametersand Fund notes onibis Flats DesigeNnviagtfMD)aadthe Manuel Mnshuz,PLReferenceShe's befareuse.UnlessotbmuisestoredonMeiDD,only MANUEL MARTINEZ, P.E. Mitet connector plots shall6e used for the 1DD to be rnlid. As a Tross Design Fngfneef (.,, Spedalty Engineer), the seal an any TOD represents Dn mseplonn of the professional engineering raponsbilily for the design niche singleiruss dryined ¢n the ND only, m,der iP41. The design ossumpfions,k¢ding mndilious, sultabiDry and astol this Truss fin any Building is the fesponsibilhyo1 the Nher, the Duners outhorudagenl¢r the Building Designer, in the teaftl of the 19(,the W, the lo(of building rode emITPbl. The appool of the Too and any field use of the Tim, indedleg huodrq. simnge, installation and bming,shall be the #047182 1 mspansibiliryohheBuddogDnignmondConastoeAll notes seloutinThe TODand the pmui(esand guideline so[ the Building Component Sdoylnfotreation(BOI) published byTPland SB(Ause mhmsidfat gednalgaidonre.TPbldefines the espnsibilisinadd4tsof$beTruss Designm,bunDesign Fagiaterand 10019(horltonCir. Tmss Mmufodme6uoless ofhcnise defined by o (ammo agreed upon in eriting by all Dm6es involved, the irux Design [agintef Is NO11Ge Building Designer of Gass System [ngineer Iar any building. till (nphalhed Imms are as defined in IPI.1. Copyrighl©RDIS Ad Roal Irussas-Manuel Moainea, P.F. Repmduttian Dithis dommeat, in any twin, is prohibited With written permissian from A-i Roof trusses • Manuel MmtineY, P.f. Orlando, FL 32832 Job Truss Truss Type Oty Ply Std Pac/6511 EL B 61684 A13 HIP GIRDER 1 2 A0562061 Job Reference (optional)a.. p Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:02 2015 Page I D: W?quLcr? Re?LfzLe98RjH4yHM91-SzUJxLBXwLKgcUpaoVnTMAg9YZbBOCgbI_ML9fyoKs NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 184 lb up at 7-6-0, 107 lb down and 124 lb up at 9-0-12, 107 lb down and 124 lb up at 11-0-12, 107 lb down and 124 lb up at 13-0-12, 107 lb down and 124 lb up at 15-0-12, 107 lb down and 124 lb up at 17-0-12, 107 lb down and 124 lb up at 19-0-12, 107 lb down and 124 lb up at 19-8-4, 107 lb down and 124 lb up at 21-8-4, 107 lb down and 124 lb up at 23-8-4, 107 lb down and 124 lb up at 25-8-4, and 107 lb down and 124 lb up at 27-8-4, and 186 lb down and 184 lb up at 29-3-0 on top chord, and 188 lb down and 112 lb up at 7-6-0, 63 lb down at 9-0-12, 63 lb down at 11-0-12, 63 lb down at 13-0-12, 63 lb down at 15-0-12, 63 lb down at 17-0-12, 63 Ib down at 19-0-12, 63 lb down at 19-8-4, 63 lb down at 21-8-4, 63 lb down at 23-8-4, 63 lb down at 25-8-4, and 63 lb down at 27-84, and 188 lb down and 112 lb up at 29-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-8=-70, 8-10=-70, 20-23=-20 Concentrated Loads (lb) Vert: 3=-129(F) 6=-107(F) 8=-129(F) 18=-188(F) 16=41(F) 4=-107(F) 7=-107(F) 14=41(F) 12=-188(F) 26=-107(F) 27=-1 07(F) 28=-1 07(F) 29=-1 07(F) 30=-107(F) 31=-107(F) 32=-107(F) 33=-107(F) 36=-41(F) 38=-41(F) 39=-41(F) 41=41(F) 42=-41(F) 43=-41(F) 45=-41(F) 46=-41(F) 48=41(F) Wnniag-Ptmulb-gbly-im the'I I ROOF fliISMrSRUir), GENFRAI RRMS It CONDITIONS CUSTONFRrEum'IACNNOWIE06IAwr In' . Wily design pammetm aodrmd rotesooIN, U.s0esip0-ing(100)and the Abowlllomne;PL Man- Sh'dhinre use. not,. e6enise Rated oa the INS, only MANNEL MARTINEZ, P.E. AUIeR mnnerler ploles sha06e usad lar 16a 7DD fo be aoW. As o bms Oe;ige FngiAea (e., Spedolty Fagmarj, the uol anmryTOD represenhooetteplaom of the protes,ionol engioeaing rtspommi0ty (or the design d IAe siiryle Truss depicted on the NDonFy, under 1P41. The design msuaryNons, kadiog modilioq mitablydy and use of fhisbmsln aop guJd'mgislhecnponsi6Try of lha 0nrcr, the Oamrsonthoraedagonl or F6e gu ng0esigaer,InN:a coMeq d, the lgC, Iha lBf, the Foml build'mg mdeaod 1P41. The opprorol of the TOO and nor Field un oflhe Tmss,inrluding 600dfinq domge, imtoll'W-d 6raring, shall be the #047182 mspansib{fity of the Runding Omigw and Untioda, An oofas set out in lb, TDO and the pradirm and geideNnesof the 901fg Companeal5*rfInitmatian(N(SI)publisbed by TPl And IOTA are,f,,,Rndfar gennalgaldonre.TPI-I delinm theresponsililfies and duks of the 7.s, Designs, Wis ktign Foilloeer and IUD 19(hodlon(ir. bus, Nanuraomar, Doles, elberrim defined by a Cograet opa opoo in Writing by all pmdn maolred. the Tmss Design Faginen b 11010e Whing MIS- or bus Syslem Engineer lm any building. All Cnpitolired tams me m defined in IPI•I. Capyrighf 0 2015 Ad Roof busses • Monoel Martinez, FSL Reprodurtion of This document, in any fmm, is prohibited With W 1IN permission from A-1 Roof TFUMS • Manuel Modlaez, P.I. Orlando, Et 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562062 fi1684 A14 Roof Special 1 1 t Job Reference (optional) Al ROOF TRUSSES, FORT PILRUL, t-L 3494b, deslgn(Q)aitruss.com mun: 7.620 s rsps ot, cu to n nrs. a .ueu a r Ni oU au wn r on y m I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-8zUJxLBXwLKgcUpaoVnTMAg3ZzamO H7bl_ML9fyoKs 1-6-12 4-4-8 6-4-8 5-15 15-6-0 21-3-0 27-M 1-6-12 2-9-12 2-0-0 11-5-1-8 4-0-1 5-9-0 6-5-0 5x6 = Dead Load Defl. = 7/16 i1 3x4 = 5x6 = 3x8 = 5x6 WB= 3x8 = 1.5x4 II 4x10 11 1-6-12 1-0-0 6-4-8 15-6-0 21-3-0 27-8-0 1-4-0 4-9-12 9-1-8 5-9-0 6-&0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) -0.31 11-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.73 11-13 >427 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1170/Mechanical 14 = 1320/0-5-8 (min. 0-1-9) Max Horz 14 = 120(LC 8) Max Uplift 9 = -481(LC 7) 14 = -633(LC 6) Max Grav 9 = 1170(LC 1) 14 = 1320(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-193/403, 2-3=-202/372, 3-4=-2753/2308, 4-5=-3050/2624, 5-6=-1823/1682, 6-7=-1835/1652, 7-8=-2234/1965, 8-9=-655/207 BOT CHORD 1-22=-352/175, 14-22=-352/175, 14-23=-1409/1751,13-23=-140911751, 13-24=-1824/2178, 12-24=-1824/2178, 11-12=-1824/2178, 11-25=-1720/2043, 25-26=-1720/2043, 10-26=-1720/2043, 10-27=-1720/2043, 9-27=-172012043 WEBS 2-14=-262/356, 3-14=-1942/1649, 3-13=1062/1333, 4-13=-1191/1133, WEBS 2-14=-262/356, 3-14=-1942/1649, 3-13=-1062/1333, 4-13=-1191/1133, 5-13=-574/851, 5-11=-654/739, 6-11=-645/784, 7-11=-479/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 3, 4, 6, 9, 9, 2, 14, 13, 5, 11, 7 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 9 and 633 lb uplift at joint 14. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 135 lb FT = 0% � 10 � 3 3O � 171 Symniog•phow th—shlyleriea lhe•S-1204tTRJ5S[:{'S(Ct(3j,rd5fPliTIVASd(CkDf€1085iURCASfR{'dhin'IA(Kkg'7r tfDaEkfXP form. Verify design por dus Ind i.d notes oo bilLasspeign ikowinyQ9Dlc.:ilfie Xaesel Narti e,Pi.4etesee�Shetl bt!nre use. Unless a75errius; ed on (he lgg, edy MANUEI MARTINEI, P.E. Nihk maoetlw ptales shell&astd(or Me NDlo be rated. 4szlsass Otsign ingin!ei.e.;yp!tiohy Eagdtett!Eu scot as oiry lDgrepro«nts an ot«gmn«o!iheprofmslana{eagineeringtaspensitidity;prs'.e design ald:a singl!TtssitpiAed cntleT(A�anty,cnderlPid. lbe design assurpirms, losng«adigoas. �'suil.Wf aadose.IddsTruss for aayPc^dingisthesnpoosWmfIfrheNw;t^eNon'saathodnegal alsheBufliugNsfgne,iolh,wlslofthe W,6.i6( lire lualWhIlogsideandWrl. The gpvolofthe TPgoadmyreduseoithe Truss, imiediegb-No,elmoe,lW&Ioif000ndbmtisq,Adbethe i #047182 rosposib0tothe 8-id{nggtsgnetend(pelrem."All Wesxio.t IteTVDnothe potnesomgesitltamofthe qriifing(ompme6ahtylniotmetigIBM) puh164byINed36(Aourt<aswttdfp,genwlquidme,10019ChOrltonOr. yruss Manutottu«e, unless clEevza dttiME, tiyt(Dmred oglad spio le ril"eq byol:pooia i. lY d 11.4mee tw1go hffi es is griTihe 1161649 110goesee TnusSpsem fogieter fae onybuilEag. All 0 0,liihd tesrs we osde':a!d isMI i (oppightS�lUl3 A•t yocl Trusses-b!anue! Mmfinet, P.F. Aeod"Iloo of INS dmorert, io opy term, is pohibii dwd5 mitten permission from 4.1 toot busses -Manuel Mmtiner, LE. 0r100d0, Ft 32832 p Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 A15 Roof Special 1 1 A0562063 Job Reference (optional) 4 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:03 2015 ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-cA2h9hC9heShDeOmMCIivNDFdyuVlkQkXe6uh 1-6-12 6-4-8 8-4-8 13-6-0 17-6-0 21-9-11 27-8-0 5x8 = 5x6 = Dead Load Defl. = 1/4 ii 3x4 = 5x6 = 3x4 = 3x8 MT20HS= 3x4 = 3x8 = 4x10 it 1-0-01- 12 8-4-8 13-6-0 17-6-0 27-8-0 1-0-00- - 2 6-9-12 4-0-0 10-2-0 Plate Offsets (X,Y)--[1:0-0-9,0-0-10],[3:0-3-0,0-2-4],[5:0-5-4,0-2-8],[9:0-6-14,0-0-12],[14:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.27 10-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.53 10-20 >593 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 138 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 SLIDER BRACING - TOP CHORD Structural, wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 9 = 1170/Mechanical 14 = 1320/0-5-8 (min. 0-1-9) Max Horz 14 = 105(LC 8) Max Uplift 9 = -497(LC 7) 14 = -649(LC 6) Max Grav 9 = 1170(LC 1) 14 = 1320(LC 1) FORCES. (lb) Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-398/265, 2-3=-411/242, 3-4=-2541/2195, 4-5=-2063/1812, 5-6=-1845/1704, 6-7=-1965/1713, 7-8=-2224/1977, 8-9=-844/0 BOT CHORD 1-22=-219/365, 14-22=-219/365, 14-23=-1591/1968, 13-23=-1591/1968, 13-24=-2069/2579, 12-24=-2069/2579, 11 -1 2=-2069/2579, 11-25=-147311919, 10-25=-1473/1919, 10-26=-1724/2032, 9-26=-1724/2032 BOT CHORD 1-22=-219/365, 14-22=-219/365, 14-23=-1591/1968,13-23=-1591/1968, 13-24=-2069/2579, 12-24=-2069/2579, 11 -1 2=-2069/2579, 11-25=-1473/1919, 10-25=-147311919, 10-26=-1724/2032, 9-26=-1724/2032 WEBS 2-14=-384/594, 3-14=-1880/1643, 3-13=-697/910, 4-13=-601/634, 4-11=-739/662, 5-11=-280/442, 6-1 0=-1 67/345, 7-10=-267/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vas1=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 9 and 649 lb uplift at joint 14. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmaing P&esa dsorugSlp arta Nm'A-I POCFTRoflfd{"?ESIfR.b SfSrRil FfR!ts E CoyoRloNs (IfACtSFR('BCfER j ArAT:6'NLp6rpEXF` form. Veti4y design porometns ned reodnofes on7hisLsss gesi,n gsariny(Fggjcad the Mazn:lRostinayP.r, gereroc�a fM1se(6erw! me. Uukss ta3;neius ;rd onl6! IDQ odr Mirek sanneAor plalas sM1ull beas^d fot the RlD teb!ralid. 4sclnss p!sige(ngiors{ie,sp!cinby Enginen];ih!srnlooany tDO reprasems nn esaptansemlM1e prolauionolenginteringterpomibi(ty ios se design of alcnglrlrts.!pitled c„; rss iCt;only, adrr rPl-I, Tbc drsign csser�n;toeing aadAiont, MANUEL MARTINEZ, P.E. !suitabiGti and use nrtksTross foranp Beiidingss theres?onsiDE±r of rt::Ovn!r;^: Dwoesisudsoriud agem orske BuitE;ny gesigne!; in l6e sunttsl or Me RG she f8C, 16e laalbxlding vde orcriP,d. As appssxal of tht FJg c.=.1 any?uduse ci she Trss,i:dud�c;honiixty. slaragq insrutlation rnd btesiaq, eEsG 6e the #047j82 rn7pod16lRtpolM1G R.Idien Va. lerg,.d<gzrsC;:r, klleet!ssotp:r;askiCE ondiheprodses esd goid!tia!so(ffieR'uild�pg(ompsneM sdw[0almetia.ION; published by IP]nndsR(A ro dav(ed Tor gretra?ye;da 2e. TPld daFn:n;larespnzubSdatgnd:ut!s oltfe`Nts pssirl."Tu,s,tsign rngi-w andi 10014 Chorltorl fir. No lim%dm!t, uslos.tb!vie defin!.bya(ow.,; ogseed np:ele asp n by elipminmplred, NTruss Ca•yn Fngl-e.y is llGFshe Rmlrny W..sigott er Truss system fegiee 1ro0ybeivirg. All repihrred tes-s are as 4, 'dI.TPH Ccppight(P 2aIS A-1 Fool 11Urie!-Mawel MmtieM PT Relu duiliors 4 this d OMA, in coy fmm, Is psossbiled ssithw il*. permission from A4 Red Trusses • Mnmrel ModlneT, P.P. Orlopllo, Ft 32832 Job Truss Truss Type Qty P1Y Pac/6511 EL B A0562064 f61684 A16 Roof Special 1 1 �Std _ _ _ ___ _ _,..— - Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(a)al truss.com Run: t.ozu s Apr su 20 to rrud: t mzu a mps ou <u to � ,,., ,,..0 __ .- , _"_ I D: W?quLcr?Re? LfzLe98RjH4yHM91-cA2h9hC9heShDeOmMC1 ivND 17ywllkzkXe6uh5yoKsl 1_g_12 8-4-8 10-4-8 11-6-0 15-6-0 19-6-0 22-10-6 27-M 1-6-12 6-9-12 2-0-0 1-1-8 4-0-0 4-0-0 3-4-6 4-9-10 5x6 = 5x6 = 5x6 = 5x6 = - 3x4 = Dead Load Defl. = 5116 ii 4x8 = 5x8 = 3x8 = 410 ! i 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2014lfP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1,T5: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-5 oc bracing. WEBS 1 Row at midpt 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 10 = 1170/Mechanical 14 = 1320/0-5-8 (min.0-1-9) Max Horz 14 = 90(LC 8) Max Uplift 10 = -511(LC 7) 14 = -661(LC 6) Max Grav 10 = 1170(LC 1) 14 = 1320(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-501/225,2-3=-2216/1797, 3-4=-2046/1804, 4-5=-2275/1970, 5-6=-2192/1927, 6-7=-2013/1775, 7-8=-2119/1791, 8-9=-2197/1900, 9-10=-639/82 BOT CHORD 1-22=-3071476, 14-22=-307/476, 14-23=-350/476, 13-23=-350/476, 13-24=-1761/2291, 12-24=-1761/2291, 12-25=-1785/2274, 11-25=-1785/2274, 11-26=-1655/1996, 10-26=-1655/1996 CSI. DEFL. in (loc) I/deft L/d TC 0.74 Vert(LL) 0.2211-12 >999 360 BC 0.79 Vert(TL) -0.5311-12 >594 240 WB 0.59 Horz(TL) 0.10 10 n/a n/a (Matrix-M) BOT CHORD 1-22=-307/476, 14-22=-307/476, 14-23=-350/476, 13-23=-350/476, 13-24=-176112291, 12-24=-1781/2291, 12-25=-1785/2274, 11-25=-1785/2274, 11 -26=-1 655/1996, 10-26=-1655/1996 WEBS 2-14=-1220/1388, 2-13=-1217/1551, 3-13=-133/383, 4-12=-314/301, 5-12=-358/484, 6-11=-428/368, 7-11 =-216/375, 4-13=-504/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 10 and 661 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES MT20 GRIP 244/190 Weight: 141 lb FT = 0% wataing-Memo 16saeg5ly area lhe14 Must URNSB(aN➢?r!oN5(USID(LF..{'Ri yER'}I(RNWAD'GMIn,!oty. Vvily dasign pmarufo,and,ad notes on ibis ltmintiiga DmringQDOjnad lb, M.d 9adn"I' AtIma.t Ibm Most uu, Unless nehnxiu s:sd oath, iDB, anFy MANUEL A9ARTINEZ, P.E.: taireIt oanrstos plelmshall he and tar the nib la hevand tttl:ass Brsiga Enginser(.e.; Ipaiohp[ngrenl,?ba swlae any lDDreprzsenb anavepmrte o!she prtlmsiooaleaginteting mspanslbih¢fot!be design Jthe i'.g!tTr1s&Odd n6,!W mly,:ad"Ift1. The design assas-p:':ani,loa5ng sandifins" �saitablily and use a!Ihit truss Emany8r':dingi, threSAonsitl;y alike Can't,A'.Not's autbtizedagen) ar The Building DesItm, is lbe mntexl al the K,the IB(, the Iaol balding cde andTPH. its appualr: the RID and any aed use at the No,?oduding bondrag, tlmnge, imtaNAg and bfating, thahe the #047182 retpani'.Blry lsbt R-'!dine 0ts:.erud(ozlrtPa. kfloefesxlu.tia!be iDD and lht gradbs7 e°d 4sdEt6nes o1lNe palfiing(ompoaeM Safety lnhtmerian lB(Sli published by rM andSB(A ors rdtttn(edfor geaea'gatd:'(e,[r61dt++rtt;te seipaysi:Nh,es ord dt et o}t.°e rNst Designey,i:gst0es ;n Enginesz and i 10019 Charlton Cir. Tranelonufvdaer, unless ett vat define; Syo(aMrnd ogfttd anon in *v 96/oN. padin ir.:olred.t^t imstksign rng'aeat is art the 1016.90esiger oe Trss$yst.F.giumin, noybuildng,dll(apitali:ed sess ate as dri:edieRLl. Orlando, Tl 32832 i [opyrigbt�lBlSA�r RapfTsusses•f!anael Modiner,P.E. Bepsodadian of lhs dowm s�oanytas.^.., is pso`ibstedwit tureen pmmission(rnm d•I too!Ttusses-ManoalMahnez, l'.E. i Job - Truss Truss Type Qty Ply Std Pac/651 1 EL 13- 61684 A17 Hip Girder 1 1 A0562065 Job Reference (optional)il Al ROOF -I RUSSES, FORT PIERCE, FL 34945, design(a7al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:04 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-5Mc4MODnSyaYrozywvpxRblU EMHhU7atlirS DXyoKe 29.0-0 1$-12 7-6-0 12-2-5 16-9-11 21-6-0 274-6 27 4 1-6-12 5-11-4 4-8-5 4-7-6 4-8-5 5-10-6 0 -14 1-&12 Dead Load Defl. = 7/16 it Kv - 3x4 = V3x6 11 5x10 = �u L� uV 5x10 MT20HS= V` JJ J' 500 = JJ 3x6 IIV 3x4 = 1-8-12 27-8-0 1-4-0 , , 7-6-0 , 14-&0 , 21-" , 27-" 27e$�i29-0-0 1-4-0 5-11-4 7-0-0 r 7-0-0 5-10-6 0 - 4' 14 0-2-12 0-2-12 Plate Offsets (X,Y)- [10:0-5-0,0-2-41,[11:0-5-0,0-3-01,[12:0-5-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.38 11 >812 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.68 Vert(TL) -0.69 10-11 >447 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 139 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W1,W7: 2x6 SP No.2 W2,W6: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 2-12, 7-10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 2125/0-5-8 (min.0-1-12) 9 = 2154/0-7-4 (min. 0-1-13) Max Horz 13 = 57(LC 6) Max Uplift 13 = -1221(LC 4) 9 = -1239(LC 5) Max Grav 13 = 2125(LC 1) 9 = 2154(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/263, 2-3=-4151/2287, 3-20=-3949/2242, 20-21=-3949/2242, 4-21=-3949/2242, 4-22=-5397/2931, 22-23=-5397/2931, 5-23=-5397/2931, 5-24=-3964/2242, 24-25=-3964/2242, 6-25=-3964/2242, 6-7=-4166/2288, 7-8=-413/265 BOT CHORD G-�irir�(i/O�QQiage �=-284/500, BOT CHORD 1-26=-284/500, 13-26=-284/500, 13-27=-341/500, 12-27=-341/500, 12-28=-2860/5238, 28-29=-2860/5238, 29-30=-2860/5238, 11-30=-2860/5238, 11-31=-2879/5278, 31-32=-2879/5278, 32-33=-2879/5278, 33-34=-2879/5278, 10-34=-2879/5278, 10-35=-264/444, 9-35=-264/444, 9-36=-264/444, 8-36=-264/444 WEBS 2-13=-1998/1243, 2-12=-1835/3383, 3-12=-278/808, 4-12=-1576/905, 4-11=0/378, 5-11=0/342, 5-10=-1604/942, 6-10=-279/814, 7-1 0=- 1862/3456, 7-9=-2033/1248 1) Unbalanced Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.25 plate grip DOL=125 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #11501 16th Movirig Load; #1701 17th Moving Load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221 lb uplift at joint 13 and 1239 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 184 lb up at 7-6-0, 107 lb down and 124 lb up at 9-0-12, 107 lb down and 124 lb up at 11-0-12 107 lb down and 124 lb up at 13-0-12, 107 lb down and 124 lb up at 15-0-12, 107 lb down and 124 lb up at 17-0-12, 107 lb down and 124 lb up at 17-114, and 107 lb down and 124 lb up at 19-11-4, and 129 lb down and 184 lb up at 21-6-0 on top chord, and 188 lb down and 112 lb up at 7-6-0, 63 lb down at 9-0-12, 63 lb down at 11-0-12, 63 lb down at 13-0-12, 63 lb down at 15-0-12, 63 lb down at 17-0-12, 63 lb down at 17-11-4, and 63 lb down at 19-11-4, and 188 lb down and 112 lb up at 21-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=125 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-8=70, 14-17=-20 Concentrated Loads (lb) Warning- Please thoroughly "Vie. the -A-I ROOF IRIISSESj-SOIEN), GENERAL TERMS B (ONDI1mNS CUSTOMFRrRO11111 ACNNOWIFDOEMENT` Form.,wily design parameters and readnotts an this truss Design Droving (TOD)and the Menud Mnrtiner, Pl. Reference Sheef befa,. use. Unless ot5enite siakd on th! IDD, only AM,leA mn.edor plWes sholikosedfor lM1e iDD fo he solid. AteTmss Design E.ginev(i.e., Spesialry Enyineerj, the seol an any lDD repreunh nn eseplonm of Me pralessionol engineeimg responsibilily(a, the design of lhesingleTrns derided on the TOO only, ands, IPI-1.Th. dtsigu nssumphars"bodialf-ditioas, MANUEL MARIINEZ, P.E. tudohirdy and use ofthisrtuss for ony Building itlhestsponsihility of the Uvner, IAa O.neriaurhor;ted agenl.0h, falding Ueslgnv,hh Or -owl ofdr,IN(, the On, the lamlbulding uralmdRol. The opprotolo(theWondonyfield use oflhe Trass,indudioghoodPng. dmoge, insfollatian and 5raring, thallMthe #8-07182 rgpansibifiry of the Building Dssigxr and Contrast" All onto$ set not is the Do and the praxises and geldehnn of the Building Component Safety IRtwou tion(R(SI) pubr,shed 4PR1 and SUA are refve.sed for general goldona. lPpl deli... the resinaral iGris and duties of The truss 116g.v, Truss Design Eoginee, and buss Manutadumr. unless othervise defined by o (ommd npreed upon in vrifmg 6r oll pmNes ineolred. 18819 tItOfltoo (If. Their., k0g. fnnn mgi-, is NOT the BollQ�ng Oedgner or TrSystelogin., (or oey boilding. All 0pleaked Was, are as defined in IPl-h (oTry6ghf ©2015 A-1 Roof Trusses - Manuel Martinet, P.F. Repradurtion al this donunenf, Fn any form, is prohibited wish vr,Oen permistionfram A -I Roof Trusses- Manuel Madi.n, P.T. Orlando, FL 32832 Job- Truss Truss Type OILY Ply Std Pac/6511 EL B A0562065 61684 A17 Hip Girder 1 1 A Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLaltruss.com Stun: 1.b2u s Apr su zu-in rnn(•. y.bzu s Apr au 20 T o MIT etc Inausmes, inc. i nu mug I J VO:ui N zu I o rdye I D: W?quLcr?Re?LfzLe98RjH4yHM91-5Mc4MODnSyaYrozywvpxRblU EM HhU7atll rSDXyoKf LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-129(B) 6=-129(B) 12=-188(B) 5=-107(B) 10=-188(B)20=-107(B)21=-107(B)22=-107(B) 23=-107(B)24=-107(B) 25=-107(B) 28=-41(B) 29=41(B) 30=-41 (B) 31 =-41 (B) 32=-41 (B) 33=-41(B) 34=-41(B) Wmding- Plaase lhosaughlymniewshe 'A I ROOF TRUSSES ('SEIIERIGENERAL TERMS & CONDITIONS CUSTOMER CENTER! A(RNOWIF06FA1fNr farm. Verity design pammelus dad r,ad rare, alkisT s Deign Treeing IMD)and the ?LW.en¢Sheal befineow. Untess othe'.Sse staled oa Me lDD, only MANUEL MARTINEZ, P.E. �MiI k connector pldes shall be used Car the IDD To be volid. As o Truss Design Engineer lie, Specially Engines), the seal on any IDO represents an w,eplonu of the professional en9ioeering mspanab lity far the design of the single Lass depiaed oa the TOO only, colder IPII. The dap assumptions, boding mndilidns, suitubinty and cite of this Loss for any Building is the responsibility of the Caner, The Owners uulhuised ugeol or the Building Design., In 14-1,9 of the IR(, the lBC The Sorel buildingcode and RI -I. The apparel anhe ND and any field use of the Tlass, including bandhny slawge, iannifias nJ bracing, shall be the #047182 ' rtspansibiNgohheB7didgDesignerond[oafrosoeAllndesxloulmineNDandiheprasite, and guidehats.lthe Bolding CampaulSafety Information (B(SI) published byTPland HCAare wlowredfor general goiden..lPl-Id-linesthe wponsibilifinanddufisofthe lrusrOcagner,Truss resign Fogineerand 10g1 (horlton(ir. IraSf MdodoMrtr, oaten othervise defined by o (onnon agreed upon in rrifing br all pmNes ineolred. The Ira,, Design foginen is NOT the Building Designer or buss System Engineer far any huildmg. All (aphabud Isms or. us defined in IPI-l. Copyrighl@ 7015 Ad loot Trusses • Manuel Martinez, P.I. Reproduction of this danonenl, in any form, is prohibited with written permission from A -I Roof Losses -Manuel Wi inet, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 B01 Hip Girder 1 2 A0562066 u Job Reference (optional) r, , A KUUr- I I<ubbtb, rurc I V ILMUC, I -I_ avawb, aesign(a aitruss.com Kun: r.bzu s Apr.JU Lu1b runt: 1.152U s Apr JU ZU1b MI I eK Industries, Inc. I hu Aug 13 08:07:05 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-ZYASaMD PDGiPTyY9TdLA_ol b7ma3Da_1 _yb?I_yoKs 1-1 1--77 ' 4-9-7 76-2 112-11-0 7-522 20-9-7 1-714 3-304 -10 3-1-13 -5 -14-6-2 4 3-4-5 7x10 MT20HS= 1.5x4 II 2x4 II 4.00 12 7x6 Dead Load Defl. = 1/2 if 4x4 = 7x10 = 7x10 MT20HS= 46 11 2x4 11 1 Ox14 = Ffaiffi] CSA% N C? CAJ Ics LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) 0.38 12-13 >715 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.73 12-13 >377 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 320 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x6 SP No.2, T3: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1,W4: 2x6 SP No.2, W2: 2x4 SP No.2 WEDGE Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. REACTIONS. (lb/size) 14 = 7520/0-7-4 (min. 0-3-2) 9 = 9207/0-8-0 (min. 0-3-13) Max Horz 14 = 79(LC 6) Max Uplift 14 = -3509(LC 4) 9 = 4085(LC 5) Max Grav 14 = 7520(LC 1) 9 = 9207(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1681/730, 2-3=-1998/902, 3-4=-1700117772, 4-5=-16860/7753, 5-6=-19209/8741, 6-7=-19206/8738, 7-8=-17186/7725, 8-9=-16616/7411 BOT CHORD 1-21=-517/1165, 1-22=-766/1783, 14-22=-766/1783, 14-23=-6154/13432, 13-23=-6154/13432, 13-24=-6967/15392, 24-25=-6967/15392, 25-26=-6967/15392, 12-26=-6967/15392, 12-27=-7336/16558, 27-28=-7336/16558, 28-29=-7336/16558, 11-29=-7336/16558, 11-30=-6832/15398, 30-31=-6832/15398, 10-31=-6832/15398, 10-32=-6832/15398, 32-33=-6832/15398, 9-33=-6832/15398, 9-34=-2756/6200 WEBS 2-14=-1047/583, 4-13=-113/354, WEBS 2-14=-1047/583, 4-13=-113/354, 5-12=-2015/4585, 6-12=-319/249, 7-12=-1549/3207, 7-11 =-1 234/2948, 8-11=-556/1225, 8-1 0=- 189/580, 3-13=-1370/3177, 3-14=-13210/6111, 5-13=-1266/2592 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.13VxY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, Except member 4-13 2x6 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3509 lb uplift at joint 14 and 4085 lb uplift at joint 9. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord', nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3286 lb down and 1556 lb up at 7-6-12, 1414 No down and 648 lb up at 9-6-12, 1398 lb down and 642 lb up at 11-6-12, 1405 lb down and 637 lb up at 13-6-12, 1405 lb down and 622 lb up at 15-6-12, 1405 lb down and 607 lb up at 17-6-12, 1405 lb down and 607 lb up at 19-6-12, and 1405 lb down and 607 lb up at 21-6-12, and 1405 lb down and 607 lb up at 23-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=-70, 5-7=-70, 7-9=-70, 15-18=-20 Concentrated Loads (lb) Vert: 13=-3286(F) 1 1=-1405(F) 20=-1405(F) 24=-1414(F)26=-1398(F) 27=-1405(F) 29=-1405(F) 31=-1405(F) 32=-1405(F) Wmning- Flese thoroughly envier the "A I ROOF 110%(1111I1!'L 61114 1FIRMSdCONDITIONS fUSTOMFR 1-91101 ACCNOWIEDDIAFNT' to.- Verily design pmamsercandmod Dotes oo this Truss Design Novng(ND)and the 11onae1 Mordnes, Pi geterenm Sheet beforeuse. Unless AM isestated on the IDD,only MaeR rom�edor pines shall be used!orlhe TDD to bevo9d. AsoLon Design Enginzs(.e,Speuolry Lrginesj, the sent on anylOD rcpresenlsaneneplonse of the professional engineering mponsibiliryfmthedesign atthe single Luss depicted on the 100 only, order lPl-I. The design assompfions, boding rondOioos, MANUEL MARTINEZ, P.E. /�1\ suildilityanduseofIV,I ssloronyBuildingistheresponsitkfoftheOrna,theOrner'souAor edogmlortheIlddigDesigner,in14tornolof%,W,theIF(,theloWbuildingsodeandVI-1.TheoppsoolaltheTOO ndanyfieldUseoftheTtuss,inductinghoodliog.stomp,imlehhonandhmting,shellbethe #047181 l \mspansibiliy o!the Aoildinp 0esignerondControdor. All ones set sol. the TDOand the pronuesand gnidches of the Poilding Component Sdety lnformotion(9(Slj published by 1pF ond$B(A are fefemnmd for genera!guldonm.7Pt-1 de0nes N,e respomibiLOesand dufin of N�etruss Designs, Uun Design Engineer end IQUI9 filOrltOq (IL Fran Monmodmer, aoless othervise defined by o Commd ogreed upon in rriting by oD porticsinvolved. the Irun Design Engineer L N01 the Bulldog Oesigaer or Luss System Fngineer for ony holMing All Cnphliad terms me es defined in TPI.I. Copyright © 2015 A -I Roof Trusses- Manua Mortim, P.F. Repmdodion of this domment, in ony loan, is prohibild eith wrifen permission Lem A-1 Roof Ttnsses - Monuel Mortises, P.L Orlando, FL 32832 Job uss Truss Type QtY Ply Std Pac/6511 EL B A0562067 [B'02 Hip Girder 1 1 �61684 e- Job Reference (optional) Al ROOF TRUSSES, I -OR I VIERUt, FL 3494b, oeslgn(tyalTruss.com Kun: y.bGu s Apr ou zu to run[ I.DZU s Apr ou Ze I a rvu T UK utuuennUs, mu. t tfu rsuy !0 UU.UI .UU GU rJ r dyu I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-ZYASaM DPDGiPTyY9TdLA_olanmZyDYS1.yb?I�roKs 1-7-10 6-4-0 12-11-0 19-6-0 24-2-6 25-10-0 1-7-10 4-8-6 6-7-0 6-7-0 4-8 6 1-7-10 4.00 5x10 12 — 1.5 4 11 4 5x10 = 5 Dead Load DeU. = 7116 if 8x10 \\ 2 8x10 6 0 7 " Io .8* 10 9 22 12 3x4 = 23 11 24 4x6 11 25 26 27 28 5x10 = 29 4x6 11 30 31 3x4 = 25-10-0 1-4-017-10 6a-o 12-11-0 19-6-0 z4-2-6 z o 1-4-0 0- 0 4t62 6-7-0 6-7-0 4-8-6 O- - 0 1-0-0 Plate Offsets (X Y)-- [2'0-1-12 0-3-8] [3'0-7-0 0-2-8] [5:0-7-0 0-2-8] [6:0-1-12 0-3-8] [9:0-2-8 0-2-0] [10:0-5-0 0-3-0] [11:0-2-8,0-2-0] LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.41 9-10 >668 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.73 9-10 >369 240 BCLL 0.0 Rep Stress Incr NO WS 0.97 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 122 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS T-Brace: 2x4 SYP No.3 - 5-10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131rrxY) nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS- (lb/size) 12 = 1658/0-7-4 (min. 0-1-8) 8 = 1612/0-8-0 (min. 0-1-8) Max Horz 12 = 48(LC 34) Max Uplift 12 = -949(LC 4) 8 = -886(LC 5) Max Grav 12 = 1658(LC 1) 8 = 1612(LC 1) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-320/276, 2-3=-2899/1558, 3-19=-4564/2479, 19-20=-4564/2479, 20-21=-4564/2479, 4-21=-4564/2479, 4-5=-4564/2479, 5-6=-2881/1465, 6-7=-188/408 BOT CHORD 1-22=-237/298, 12-22=-237/298, 12-23=-237/298, 11-23=-237/298, 11-24=-1392/2681,24-25=-1392/2681, 25-26=-1392/2681, 26-27=-1392/2681, BOT CHORD 1-22=-237/298, 12-22=-237/298, 12-23=-237/298, 11-23=-237/298, 11-24=-1392/2681,24-25=-1392/2681, 25-26=-1392/2681, 26-27=-1392/2681, 10-27=-1392/2681,10-28=-1284/2670, 28-29=-1284/2670, 9-29=-1284/2670, 9-30=-346/188, 8-30=-346/188, 8-31=-346/188, 7-31=-346/188 WEBS 2-12=-1506/898, 2-11 =-1 326/2504, 3-11=-278/326, 3-1 0=-1 048/2021, 4-10=-684/561, 5-1 0=-1 150/2067, 6-8=-1600/942, 6-9=-1292/2558 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 949 lb uplift at joint 12 and 886 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 124 lb up at 6-4-0, 65 lb down and 92 lb up at 7-0-12, 65 lb down and 92 lb up at 9-0-12, and 65 lb down and 92 lb up at 11-0-12, and 65 lb down and 92 lb up at 13-0-12 on top chord, and 24 lb down and 0 lb up at 6-4-0, 39 lb down at 7-0-12, 39 lb down at 9-0-12, 39 lb down at 11-0-12, and 39 lb down at 13-0-12, and 651 lb down and 290 lb up at 14-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 13-16=-20 Concentrated Loads (lb) Vert: 3=-56(B) 11=-6(B) 10=-25(B) 4=-65(B) 19=-65(B) 20=-65(B) 21 =-65(B) 24=-25(B) 25=-25(B) 27=-25(B)28=-524(B) Waming- Places 11—ighlymaiewthe 'AIROOF IROSSnrinlikiGENERA. TERMSA(DNDITIONSCUSTOMERrBUTIR^;A[KNOW(EDBEAWI...Yerdydesigafnmmelersaddreadnote,asthisTimDesignOmring(fUD)oadtheGoredMartina,P.E.Rehrenasheetbe[ Urtle lb-isestated oa]he IOD,only MdNUELMdRTINEZ,P.E. MiTek reseed., plates shall be used Tar the TOD to be v.fid. As o It- Design Fngiew (..a, Specialty Fngineaj, the seal an any TOO represents an ameplaoee of the professional engineering mspami6ilily for the design.f the singlerruss depicted on 16e NOanly, mTder IPE I. 76e desige ossumplions, boding rondilioas, '06irq and due .1W.,Emssto, a"Building islhe msponsiblily.1 the Can,,, the Odder's oufh.,hed agent or the 80ding Designer, in The tomeatatthe IRC, the IBC, the Easdbuihling sod, did TPil.The .pp.eal of the TOD and Day field use of the buss, inducing h.odfng, stomp, ins10a9in and bmdng, shell be the #047182 ' rzsponsibiliry ofth, Bmldiig Designer ond[.nhactoc AD notes set omen The TDD and the proims and guidelines ofthe Building(ompi-I Safety lnforeatioa(1161)published by TPt and SGCA is damted far Naomi guldipm PH delines the r,,pasibIfies, aid duties of the Ims DesignaJms, Desfga Fngin¢rand 10019(horlto0(EL I ues Manmianrtr, Am oMervise defined by a [animd agreed upon in writing by all perftes lvalaed. The Truss 009n Eigineer I, NOT the Gilding Designer as Truss System (ngineer lo, my hat6in¢ All (apnAafl Inm, a,, a, defined in TPI-I. (opyrlg1hl©2D15A-1 loit tuss.s.Mnnuelkahar,P.(. Reproduction of this domment, in any form, is prohibited with wsi0en permission ham A-1 Roof Trusses -Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pa_c/6511 EL B A0562068. 61684 B03 Common 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com 1-8-0 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 06:07:06 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-1 kkgniE 1 _ZgG467L1 KsPWOro?A?GyDEADbKY IQyoKs 6-2-8 11-1-0 4-6-8 4-10-8 5x6 = 3x6 11 3x8 11 6-2-8 11-1-0 1 4-0 4 4-6-8 4-10-8 Plate Offsets (X,Y)-- [1:0-0-9,0-0-101,[5:0-5-14,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.06 6-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.11 6-13 >988 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 42 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No-2 WEBS 2x6 SP No2 *Except* W2: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 411/Mechanical 7 = 587/0-8-0 (min. 0-1-8) Max Horz 7 = 65(LC 8) Max Uplift 5 = -174(LC 7) 7 = -326(LC 6) Max Grav 5 = 428(LC 27) 7 = 587(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-410/296, 2-3=-509/481, 3-4=-459/471, 4-5=-368/30 BOT CHORD 1-15=-350/421, 7-15=-284/421, 7-16=-334/421, 6-16=-334/421, 6-17=-334/421, 5-17=-334/421 WEBS 2-7=-412/671 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 5 and 326 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmuag•pleasethmwyhty a:ar iWA-fme; i*SBtsitiR,"5LID.AtjiRM58(05Dr. IONS i01jC544R{'gGtE?'14:[SO'rtFDSEWfMI-torn. yetily designporomelnfnad(and nofos oz ihiej!ass0eugn 0romg0sD;sed the Mae;!IHomnt,pf.Aetaeex Shret Woe use. Onless atberriu o-�ted on tfie IDg. e:ly A E A I EZ NireR aoneAar pfales shag h!as!d la lh: FUU IGherohd. ASGTtass 0esfa Engiae:r;l.e;Sprridfy Eng':neert.fh!Eeo)oe arey tOD reprunts an ortepNme o!the plolessianol engioeuirtgmspaosiRtlilyfer!,`:a desigG af'!e;iegleje.ssdepishd e;C.:+jD?only; aderTFFl. jhe desfga nsuepkom,Iocding radifions, M NU LM RTN ,P.E. •. seilobihtfood use efts Nm loe Guy F0,fieghi the mpasibitly Gf!haOaner,the 0-11,.1horued:gentaetha 86060 Desigees; id lhemieel of the IM the IR, the NO building mde.41 M-t. lb"PF!ml"thtPJg c-d any h:'d me Gl the Gcts>+vintieg doeu:ng, storvge, fesmAmioc Gad brsfing Mbe the I #047182 mspagsibiply of the lle'Meg gereteol(eoner:. All poesse17.4?3fbe'iDDGGd lbeyiGffMe7.^d gmtllinGS GfthG R+N'fding(ompeaent$GFety inktmetiro{RRII pu5liyhed by j?I and SR(Ae(e (GjeleeSed lGl Beget_geld,�%TPIId!Lef'}etesps!U::N(g4 God iNiRi of lGejleSf GC<igette j,affDe2;b EngiMer ertd i IODl9 (hnjlton (ir, jwillse st"wel, eeleu&—il Berm by G f000 eotoIq. o ohiqby oppoll. !.oehted. is lruu DedgG rngwry is NOf the Ru ld og D!slg er iust5y7feuF. g. et to{G ybwld:ng. Ali CGpdogtrd tn��ere osde: rd#o}PbI. (oppigh3•�1013 A-]Roofjms!es-d'.anGe4ldodinet P.E, Reprudusyan o, Ihs demoxtt, �s amy hs:^, it peuhibu'edvlf`vnNte peimisslon from At AoGl !susses-Monuel A!Grhnee,p.E. , OrIQD110, FL 32832 Job Truss Truss Type Qty Ply Std pac/6S 1 EL B A0562069 '61684 B04 Common 2 1 Job Reference (optional) t_ Tk A, ., 10 nm•rn•na on•ta D Al ROOF TRUSSES, FOR I P°IERUL, t-r- 34!:Kb, oesignLwa i imss.com mull. /.uGu O r p r ou 4� ; p ID:W?quLcr?Re?LfzLe98RjH4yHM91-lkkgniE1 ZgG467L1KsPWOrsvAlayCLADbKYIQyoKs 1 4-12 2-7-4 6-2-8 9-9-12 11-0-4 12-5-C 1-4-12 1-2-8 3-7-4 3-7-4 1-2-8 1�-12 5x6 = 1.5x4 11 3 3x811 T1 2 1 2 3 1.5x4 5 T1 2 11 3x811 6 7 aO 0 81 21 22 23 24 19 3x4 = 12 20 11 10 1.5x4 11 9 8 3x4 = 1.5x4 II 1.5x4 II 1 4-0 1 12 2-7 4 6-2-8 9-9-12 11-0-4 11 1-0 12-5-0 1-4-0 0- -12 1-2-8 3-7-4 3-7-4 1-2-8 0- -12 1 4-0 Plate Offsets (X Y)-- [5:0-0-0 0-0-01 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.06 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.09 10 >917 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) - Weight: 45 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* WI: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-1-8. (lb) - Max Horz 12= -47(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 12=-230(LC 6), 11=-272(LC 8), 9=-268(LC 9), 8=-233(LC 7) Max Grav All reactions 250 lb or less at joint(s) except 12=524(LC 17), 11=358(LC 28), 9=358(LC 30), 8=524(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/130, 2-3=-329/201, 3-4=-345/349,4-5=-345/349, 5-6=-329/202, 6-7=-297/130 BOT CHORD 1-1 9=-1 14/301, 12-19=-114/301, 12-20=-114/301,11-20=-114/301, 11-21=-1141301, 10-21=-114/301, 10-22=-1141301, 9-22=-114/301, 9-23=-114/301, 8-23=-114/301, 8-24=-114/301, 7-24=-114/301 WEBS 2-12=-259/213, 3-11=-221/434, 5-9=-221 /434, 6-8=-259/213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 1MO psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12, 11, 9, 8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 12, 272 lb uplift at joint 11, 268 lb uplift at joint 9 and 233 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning- Plmse thazaugbiy mdea the 'AT ROOF TRUSSES rSOIERJ,GENERA( TERMS K(ONOITIONS CUSTOMER r8glar,A(KNOWIFgcrAENP form. verily design parameters and read notes on this Loss Design 11-ingPD)and the Manuel Marti-, FL Reimenye Sbeel hetore as,. Unless &—ise'Wed oa the TOD, only MANUEL MARTINEZ, P.E. '.. ANh'T,k mnnenor, Eddes shall be ared lot the TDD to be valid. As a Truss Design Engineer (,.A,Sp rielry Engineer}, the sent on any TOD represent oa oneplan,, of the professional engineering ,sp e0slily far the design of the single Truss de fined on the TEND only, under EST1. The design assumptions, Wading muddiom, suilobiGry aaduse of this Truss for any Building is lhemspoosibiGry at Oealt, the Owners author;ud ogenlor the Building Designer, in themuteid o!the IR(, the 1A(, The laml building rode and TPI 1. The opprmal of the TOO and or field use of the Truss, including handling, nomge, installation and braring, shall he the #047182 responsibility of the Redding Vulgar and Conhumr. AO notmer put in the Too and the pmrtiusond guidelin—f the Building Component Safety Information Q6i)published by TPl and SBCA ore refemnmdfoigenmafguldome.IFI-I defines the respoasibBNies and dories of the Trust Designer,Lms Design Engineer and 10019(horlion(ir. Lan Manulotlme6 eaters olhervise defined by o (omio0agreed upon in arising byali ponies inealre& The Tres, Design Engineer is NOT Ike Building Designer ai Lea Syslem Engineer for any 6oilding. All (upOaited Weer, areas defined in OPI•I, Copyright©7OI5 A-1 Rapf Truces • Manuel Motlinez, P.F. Reprodu[tion of this document, in nay form, is prohibited with written pelmission horn A-1 Roof Trusses - Manuel Martinez, P.f. Orlando, FL 32831 Job Truss Truss Type city Ply Std Pac/6511 EL B A0562070 61684 605 Hip Girder 1 1 Job Reference (optional) e Al ROOF TRUSSES, FORT PIERCE, FL 34946, designtcoaltruss.com Hun: 1.62U s Apr 3U 2U15 Print 7.62U s Apr 30 2015 ME I ek Industries, Inc. I hu Aug 13 08:07:07 2015 Page I D: W?q uLcr?Re?LfzLe98RjH4yHM91-VxlC_2Fflty7iFiXb2Ne3DN3raL2hgdKRF46gsyoK: 14-12 2-7-4 4-2-8 8-2-8 9-9142 11-0-4 12-5-0 1-4-12 1-2-8 1-7 4 4-0-0 1-7 4 1-2-8 1-4-12 1.5x4 II 1.5x4 II 1 4-0 1 12 2-7-4 4 2-8 8-2-8 9-9-12 11-0-4 11 1-0 12-5-0 1 4-0 0- -12 1-2-8 4-0-0 1-7-4 1-2-8 0- -12 1-4-0 Plate Offsets (X,Y)-- [5:0-1-4,0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.08 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.14 11-12 >639 240 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8. (lb) - Max Harz 14= 32(LC 43) Max Uplift All uplift 100 lb or less atjoint(s) except 14=-222(LC 41), 13=-361(LC 4), 10=-349(LC 5), 9=-233(LC 42) Max Grav All reactions 250 lb or less at joint(s) except 14=345(LC 15), 13=435(LC 18) 10=436(LC 20), 9=346(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-253/251, 5-6=-252/257 WEBS 6-10=-213/256, 3-13=-212/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 10th Moving Load; #1101 11th Moving Load; #1201 12th Moving. Load; #1301 13th Moving Load; #1401 14th Moving Load; #1501 15th Moving Load; #1601 16th Moving Load; #1701 17th Moving Load; 41801 18th Moving Load; #1901 19th Moving Load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14, 13, 10, 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 14, 361 lb uplift at joint 13, 349 lb uplift at joint 10 and 233 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 134 lb up at 4-2-8, 37 lb down and 47 lb up at 5-0-12, 37 lb down and 47 lb up at 6-2-8, and 37 lb down and 47 lb up at 7-4-4, and 169 Ib down and 134 lb up at 8-2-8 on top chord, and 58 lb down and 93 lb up at 4-2-8, 45 lb up at 5-0-12, 45 lb up at 6-2-8, and 45 lb up at 7-4-4, and 58 lb down and 93 lb up at 8-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=125 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 15-18=-20 Concentrated Loads (lb) Vert: 4=69(F) 5=69(F) 12=54(F) 11=54(F) 21=47(F) 22=47(F) 23=47(F) 27=19(F) 28=19(F) 29=19(F) Ygoming- Pleasethoroughlymriew the 'A I ROOF TRUSSES I'SFIIERI, (i FIRMS IT(ONOITIONS CUSTOMERI'BUTRI A(BNOWIFooEMENT'farm. Yerity d,vSo pemmelers and read sates on this From Omign Omring p00)and the Manuel MmNoes, RLldmenreSb,,t before use Um otherwise slated on she Too, only MANUEL MARIINEZ P.E. k ranoow plates shll be used for the Tog to be eolid. Aso Truss Design Engi-,(La., Spcialty Engin ,e the seal no any Too reprnWr an wwphuze of the pofessiond enginering responsibility far the design of the sigle CussJ,*Ied on Me T000nty, under TH1. The design assumpfions, 61.0 rondilim-,blky od ate of this Gu,, for onp Building is the mponsibilily of the Owoer, the 0w 6aathodmed agent or the gadding Designer, In lbeonlem of the IR(,the BC, The loot building rode and TPld. The opprorolof the Too and my field use of the Toss, imtudiug handling. stooge, fnsto0ofim and braving, shall be the #047182 A!" onsibiliryofthe0u0d1agDasignerondConNOUor.Annetessetoutinthe too andsheparlorand pidelinesofthe BaldingUreponm15deyleformation(B(s)) published byTPlaad5B(h=WrrnttdforgeneralguldwsciPl-I define+iheresponsibditsesand defier ofshe T.,,Uedlieeylrom0esignEngineer and 10019Ch0rltonCir. Gun Maaufa<tmer, unless othervsse defioedhy o Coehop opreed upon in rsiling by all pmNes inroleed. The Goss Design Eoglneerls NOT the eait5ng Migm or Gars System Engineer For any building. All (npaatned Imms me es defined in ald. Copyright © 2015 A-1 Roof Trusses- Manuel Martinet, P.I. Reproduoion of This dowmeof, in any farm, is prohibited with written permission (rem A -I Roof Trusses -Manuel Martinet, F.I. Orlando, EL 37832 Job Truss Truss Type Qty Ply Std BaC/6511 EL B A0562071 81684 C01 Half Hip 1 1 > _ Job Reference o tional h T. A SO mo-ni-net onar D Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(daltruss.com Run: 7.620 s Apr au 2015 Print: ^r.o2u s 10 5x6 = au Lu ii IVII I CA IIIUUJUIGJ, IIIU. I Ilu ��.vr.v� 4yH M91-z7ra COG H W B4_KP Hk9lutcRwAOzcRQyETgvpfM IyoKs 17-0-12 21-2-0 1.5x4 II 3x4 — Dead Load Defl. = 118 it 5 6 3x4 = 1.5x4 11 Jxu nn I 3x8 = 5xfi = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 10 TC 0.58 Vert(LL) 0.21 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.35 7-8 >711 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 110 Ib FT = O% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* 131: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 927/Mechanical 2 = 1059/0-8-0 (min.0-1-8) Max Horz 2 = 315(LC 6) Max Uplift 7 = -461(LC 6) 2 = -532(LC 6) Max Grav 7 = 927(LC 1) 2 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2035/1585, 3-4=-1171/896, 4-5=-1038/927 BOT CHORD 2-15=-160911540, 2-16=-1807/1870, 10-16=-1807/1870, 9-1 0=-1 807/1870, 9-17=-1807/1870, 8-17=-1807/1870, 8-1 8=-627/671, 7-1 8=-627/671 WEBS 3-10=01309, 3-8=-888/934, 5-8=-473/578, 5-7=-987/937 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 lb uplift at joint 7 and 532 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard wotaiag-Platethomybhmin@a'A-FRpflngJSSFl('S(iln").6F5RATFR416(09ghlg9f(gS1C5Lg('lE7Fi'jl'.P.'ffA(PJ:EIaFXI'Noe. itPdesign0oramelnsondlmdnotesoalEisLestgei;n44avingQDgj�3lheNanzdlloniaetPF.Erlerce;e5hetlbelmenu.iniessath;wi;es' ad on the(gg,on}p MANUELfdARTINEI,P.E. NITek interior plain sbolibesledfe, the Tog to be tolhi asn I'm ktJ(Dept. P., spdollyWti..t itseasoetivIN repteums oo eveytonted the Proleuioneleoll.-mg ropan Mirfmthe designof the singielmss dgiddao tha TV anly.�dtt1PF-i, thedesign:nacp`ons, boding ecadilions, �suildigtyaad ose attb='e lims for toy 94&,g is the Ngpomleithe Wed deyfieA net of the 6nt5 Wtifieg hoofi ng. lotge: instordiian and brxiob shllbe the #047182 ' relpoetibdgy of OeRxtdiny iitst;aflFd(aana:;a6111 nits totot it the Rand the Noaf(q oM pidfroesofib. polidm;(ampanemfafery lnhrmatien FB(SQ puyrishedby lPlondsR(A orsrdetentadhr;eneral9uidcoro.iPi•Ide:eeeG/rgpoecE"�tr let and:uE^s of Me Trofsoaign:r,iyespeAp9 (ngineet ond. 10019(horltOq(ir. lnlst kooufottorerr anleneffien'se deootdkg a (omrnit ogseed np n in.ridn; 6yoti pmHes inooleed lk rmu Beeign Fngiaees is gfi(tke Rugding Pesigoer et Trust System Fogleter for oey bai4;:ag. All fopilogsed terms at as evold le VIA. s, (oppitlbr@2gISA-Tfeel Times -AboovdMortim,P1,Replodottionoflbisdomotio,iieonyfosm,itplohibiledwMwillenpormissionffomAdRoofTimes - Memel PAWIee,P.F. Orkinllo,FL32832 i Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 CO2 Half Hip 1 1 A0562072 Job Reference (optional)+r y Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -1-4-0 , 6-6-0 1: 4-0 6-6-0 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:08 2015 Page ID: W?quLcORe?LfzLe98RjH4yHM91-z7raCOGHWB4_KPHk9lutcRw72zc6QxzTgvpfmlyoKs 11-3-0 16-0-12 21-2-0 5x6 = 3x4 = 5 Dead lam d. = 5116 if 3x4 = 1.5x4 11 axa M r Iduna— 3x8 = 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.37 7-8 >681 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.71 7-8 >353 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 927/Mechanical 2 = 1058/0-8-0 (min.0-1-8) Max Horz 2 = 274(LC 6) Max Uplift 7 = -453(LC 6) 2 = -540(LC 6) Max Grav 7 = 927(LC 1) 2 = 1058(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2043/1625, 3-4=-1429/1119, 4-5=-1304/1122 BOT CHORD 2-15=-1563/1561, 2-16=-1783/1878, 10-16=-1783/1878, 9-10=-1783/1878, 8-9=-1783/1878, 8-17=-869/934, 7-17=-869/934 WEBS 3-10=0/262, 3-8=-635/724, 5-8=-326/502, 5-7=-1136/1086 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint 7 and 540 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 106 lb FT = 0% S4oaing-Afemethoroeg5lp rav xfhe'A-I RODETf7SESfiEiEEF`j,r,E.BfRIITERNS8CCSDPID%$(U17DdLiP.('E[tEi')0.:K61MFDSfE1fM1'iorm. Yetify design pmamelersandimdnoes on lbisLuts Desiga pnrtaingODD)u.dlbeflue IMortirte4fi,Atferec:e Shell heiareusa. Untess arsine sY,ed on the Too,o MiTA mmedw plolesshoD be red let the ND Is be eabd. As a Trost flop tugine-v{I.e.;SFaielly Eneineerj;A!emineorcy tDDmpreulds an waptanm of the pmlmsionolengineeringrmoessibiTdyioe!he .1 the n=:ngfeTrust dtpiadse t'te= Wyrf riff11Tt. Be drsign essurpons,lac:mg rcaditimr. MANUEL MARTINEZ, P.E.: suirobifi•aad use at 11s,Ire. let as gundie is the ftonsibi?it of Owns; owev'sauthmiledoent of the Dofld;aDes(em, fn the tantol el the 19C, the lBC the fool buihDn rode end TP!-T. A,e oalafthe TM n„donfahl use of the Tro%ixludeg hoadim,stora•, mstallaliue and 6raeiu thai he the ' R Y D n t A 9 R s Rpe y g g-' g, I # 047162 �respons:blity of the R-"Mine D2F. ner e.d(�Mo d. AllnYts seteA;a tae'DD and the prertims ood gmeelines onbe rwddmg omPsnem Sultry lofermedm OCSP published by M ond$R(ksee tehov.,od for geore!guidns.. 7P14 dermes"e respw•.u'w#t eeofed:as of lhe:sun Dmigner,truss "grip trFuter and ; 081 h rltan Ir. Truss Maeufottuser, unkst[Ihe!w�4a dehme pgaGMrort og�aeduprsnmurmngby oi; pme smro(ved BsTru socugo Fngmeer s<Afitshe Auild'mg pesigner se cress Sydem Tngineerfor uoybuild7g.All(apiterred terms are nsetlned ielM, i 9C,o_. C Copysight07015A-1RaDfLusses-kunueltdurAnes.P,E.RepeduWonofHIT deeume.t,caryl,r:,ispro,chiledwithwnit.-pmtnissfonfrom A4Rol Trusses -11mmmiMotiorP.E. i Odando,fL32832 i Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562073 '61684 CO3 Common 5 1 0 e Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s -1-4-0 10-11-0 5x6 = 30 2015 Mi fek Industries, Inc. Thu Aug 13 08:0/:09 zolb Page tyHM91-RJPzPkGwG UCrxZrwiTP68eSGQNyE9XQdvZZDvlyoKs 1 r 3x4 = 3x8 MT20HS= 3x4 = 3x4 = Dead Load Defl. = 114 it 4x6 = 6 0 !o 7-2-11 14-7-5 21-2-0 7-2-11 7-4-10 6-6-11 Plate Offsets (X Y)-- [2.0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.22 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.46 7-9 >548 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 92 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 20 SP No.3 OTHERS 20 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 937/Mechanical 2 = 1063/0-8-0 (min. 0-1-8) Max Horz 2 = 113(LC 8) Max Uplift 6 = -391(LC 7) 2 = -518(LC 6) Max Grav 6 = 937(LC 1) 2 = 1063(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2144/1885, 3-4=-1922/1738, 4-5=-1849/1678,5-6=-2059/1814 BOT CHORD 2-17=-1309/1538,2-18=-1695/1982, 9-18=-1695/1982, 9-19=-1035/1331, 8-19=-1035/1331,7-8=-1035/1331, 7-20=-1619/1891, 6-20=-1619/1891 WEBS 4-7=-416/577, 5-7=-339/483, 4-9=-493/649, 3-9=-374/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 6 and 518 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11m609. Nostthomagh¢s iwThe*AA Roe! AUND 7951CUS1DAVP("BUYFFfACCBDVvCf95FatM1`htm. Yttify design pammelosend mad notes on lleknot, Dedga CroriogQDD)a.^.:I lbt NoeeJnapineb Pi.Btltrenr Shtdbeafeuu. Uafitmhtrb7s q.*d onlhtrDD, odd MANUEL MARTINEZ P.E.' �MIA co-d., plops shall be and for the IDD to be alit U.I'm D,vpb nete;ee, Spedehytne.aeett If.- -I on any IUD mpwals a a aampinm.1 theprolessionoleallo-i.9 r,,pa.iW y for The detige of ae nglelmss dtpidedc Y,t iM ardy,ader1P41.the design asmepnes, loading t•.adifiont, t toitabi&ty aad me of Wh Tmss far aty Wingis the resyoesibiKte Oak, o;ratr,etaran't aulbarted agent or tF.: BaU�ag D01w,ID the mnletf of the IRC. the 11C, the local building Lode and R14. Sht opp:arol 14TOD and anyne'd use at the Luss,_ 4eg had`.g,omst; instoDafiea aadblttdag, $hop be the #047182 ! wpoub,ryolthe &_," Water e:,}Catlse•r,AlloiltssetVai.be:DDandthepmuimsegpi,Rmofthe6ldmgCompt olWert lnformmbp(BCSI;pub!ishedbyM adSECAorettlne>tedfotgenere+guident,INI?,fiest:nppecaTtim ad;lams .1ist WssDmignn,rruts@esyninglneeeand [0019[horltanCir. Tmnkaoutoameyedess othltrae dtfiatd bya(orman ayteedopmunfrebynP pmtiesta.atred Tk Lou Ce)gn Engineer is Pfitthe Puildiag Doigner er TrouSysttm Fogieeertot onybai6fag. All Copltoliadi sue asde:`:etdwtPl.l, 1 Orlando, FL 32832 1 6ppighl52Dl5 Ad Peal Ttusses•Mmal 1AWh er,P,F. Pepsodudion of Ihis dowae-s, in omy tat.^.., it prohibiledx'dS.riB!. peim4slan from Ad Pool imsses• Honeel Mnranat, P.F. i Job Tru s Truss Type Qty Ply Std Pac/6511 EL B A0562074 61684 C04 Common 5 1 Job Reference (optional) a F Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:09 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-RJPzPkGwGUCrxZrwiTP68eSI rNyV9XSdvZZDvlyoKs 1 4-0 , 5-10-6 10-11-0 15-11-10 21-10-0 23-2-0 , ,0 5-10-6 5-0-10 5-0-10 5-10-6 1-4-0 5x6 = Dead Load Defl. = 114 it 5x4 II rn Ian a 3x4 = 3X4 = 3X8 M I "LUHS= 3X4 = 3x4 = 7-2-11 14-7-5 21-10-0 7-2-11 7-4-10 7-2-11 Plate Offsets (X,Y)-- (2:0-2-10,Edgel, j6:0-2-10,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.21 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.45 8-10 >583 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 96 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1076/0-M (min. 0-1-8) 6 = 1076/0-8-0 (min. 0-1-8) Max Horz 2 = 93(LC 8) Max Uplift 2 = -523(LC 6) 6 = -523(LC 7) Max Grav 2 = 1076(LC 1) 6 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2178/1913, 3-4=-1955/1765, 4-5=-1954/1766, 5-6=-2176/1913 BOT CHORD 2-19=-1259/1563,2-20=-1655/2014, 10-20=-1655/2014, 10-21=-1005/1368, 9-21=-1005/1368, 8-9=-1005/1368, 8-22=-1662/2012, 6-22=-1662/2012, 6-23=-1213/1482 WEBS 4-8=-488/641, 5-8=-374/520, 4-10=-487/643, 3-10=-375/521 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 523 lb uplift at joint 6. 8) This truss has been. designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning. Pleomthoro.gblpede.rhe'A-IROOF TROSSISMIFRI.BERSRMTERMS A(ONDIIIONSCUSTOMEp('BNIFB')A(CNOWIFDGFAUWfarm. Verilyde5gopommeteuondreadoottseathisTrms Design groring(ED)oadthe M—IMantises, P1.lbefam-Sbeethe[ note. 5nrnerimeda.The 10D,.dy MANUELMARTINEI,P.E. �Yifeb,onnesfoipM"shallkmeal for the IDD to be rard As. Lost Design Engineer(i.e, Spedolq Fngmenj, the seal on.nyTDO represents an mmplonm 0the professional instf nSoli mspouoLiBry fm the design 0the single Trms d,pinedoa the TOO my,anal,,TPN. 14 desige assuepti.o"le.ding wedifioes, suaabiliq and use of this Tluss To any Budding is the mpoasibi6ry al the Omer,the O.ner's authorhed agent., the Buldmg➢esigner. in thesunim of the 19C, the 111(, the loml building ad, and IPhl. The appreal of the TOO and any field use of the Truss, inducting bandhng.ftg., fmtsOeWn and broring, shall be the #047182 mspoosibiDly of the 8udu5ng Onignel oadCoahonm. All notes sd suit. the TDO and the panta,adguidtfmofib, Building Compoted Seeety luformmion(861) published by TPl and SBCA ore mfereomdfor general guldome.TPl-I delta" the mspamibJn" and duties at the truss Designs,, Truss Design Fngineer end 10019(horlion(ir. buss Muaufastumr,..less con-4 defined by a (onion agreed upon in.41mg by all past" inrnired. The Truss Dedgn Engineer it NOT the Building Designer m Lass Syslem Engineer I" any building. AD Ulaf .tmil Inm, an, as defined in ]PI-1. (opyright© 21115 A-1 Roof Trusses - Manuel Mnrtiner, P.I. Reproduction of this domment, in any ins", is prohibited With wriOen permission hom A-1 Roof Trusses -Manuel Martine,, P.F. Orlando, FL 32832 Job Truss— Truss Type Qty Ply Std Pac/6511 EL B A0562075 61684 1 C05 Common 1 1 A nce (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:10 2015 Page I D: W?quLcr? Re?LfzLe98 RjH4yHM91-vWzLd4HY1 oKiZjQ6GAwLhs?TenHlu?Cm8Dl mRByoKs 1 4-05-10-6 10-11-0 15-11-10 21-10-0 23-2-0 1-4-0 5-10-6 5-0-10 5-0-10 5-10-6 1. 4-0 2x4 ii 2x4 1\ 3x4 = 3x4 II 3x4 = 3x8 MT20HS= 3x4 = 3x4 = 3x4 = 14-7-5 7-4-10 21-10-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.21 11-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.46 11-13 >575 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except` B1:2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1076/0-8-0 (min.0-1-8) 9 = 1076/0-8-0 (min.0-1-8) Max Horz 2 = -88(LC 9) Max Uplift 2 = -529(LC 6) 9 = -529(LC 7) Max Grav 2 = 1076(LC 1) 9 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2152/1868, 3-4=-1941/1733, 7-8=-1940/1734, 8-9=-2150/1869, 4-5=-1793/1704, 5-6=-1376/1380, 6-7=-1792/1705 BOT CHORD 2-22=-1300/1610, 2-23=-1610/1986, 13-23=-1610/1986, 13-24=-1007/1376, 12-24=-1007/1376, 11-12=-1007/1376, 11-25=-1617/1985, 9-25=-1617/1985, 9-26=-1253/1527 WEBS 6-11=-449/624, 8-11=-339/476, 5-13=-448/626,3-13=-339/477 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 2 and 529 lb uplift at joint 9. 9) This truss has been designed for a moving concentrated load of 200.01b live lorated at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 1/4 it PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 96 lb FT = 0% rimming-Pleaseth.-Shlyrnievthe'A.IROOT ,DEND1111IYSdCONOITIONSCUSTOMER I'BUTBAIACCNOWTEOOEAUNrtorm.mHydasignpmametasnndroodaetesonUnit TiussDesipDO ing(TOO)andtheganuelMatines,Pi.11du-eSheethatesause.Ualess 6-isestal,daethe TOD, only MANUELMARiINEZ P.E. �Nihi ronnedor plmes sholl6e usedfor Uhe ID0lo be raOd. AsoLms Oesigo kginen(e. Spedelry Engines), The scot ettm yT➢Orzp¢unls onaneplonm d the pmfnsienal eogiaeering rcspand6ility rorthe design of the single boss hithad on the TOD only, under UPI -I. The dnige ess-plims, tiding randilices, ' uit.blydy and to o164 Tian for ny Wing is the rnponsibTly of the 0m,,the Ovxis esthwhedaETW or The Br3ding Designs,. In the mnletl of the UPC, She IBC,the Im! 61ding We and Rl2. The gtnevelahhe IDD andoay Tell use d the Tots, fndudln9hoedling,0-Dit,1001nNan and bracing, 6.11 be the #047182 responAbirmj d The B &SE Designsend Cenftodor. All sot®¢t out in The TOD end the p eam and gaiddi",0the BuUd g Cemponeel Sdetylnfnmalio (IMpubOshed by WE and SECA ore rehrenred for general guldonte. SEW defines the rnpaosibttfies and dunes of The buss Dengnet, Lon Design feginear and 10019 (horlton (ir. Less Yanutarmmr, aoless oMervin defioedby o Comioa ogretd upon iu snifing byallpmttn mrolred, Their Ongntnglnen is NOT the Building Dulgoer m Tiuu System ingmes for on(6aDdiag. All Cnpnulited Isms are osdefined in IPI-I. Copyright© 7015 A -I Raol busses -Manuel Alodiner, P.[. Reptodudian of this document, in any loan, is prohibited vnh vriaen permission from A -I Fool trusses-Alonuel Nadiner, P.F. Orlando' FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 C06 Hip 1 1 A0562076 Job Reference (optional) A Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu ID:W?quLcr?Re?LfzLe98RjH4yHM91-vWzLd4HY1 oKiZjQ6GAwLl 1 4-0-13 8-2-0 , 13-8-0 17-3-3 21-10-0 1-4-0 4-6-13 3-7-3 5-6-0 3-7-3 4-6-13 13 08:07:10 2015 Page mLQu01mBDImRByoKs Dead Load Defl. = 3/16 if 5x6 = 5x8 = 4.00 F12 4x4 = 3x8 = 3x4 = 3x4 = 4x4 = 8-2-0 5-6-0 8-2-0 Plate Offsets (X,Y)-- [2:0-3-6,Edge], [5:0-5-4,0-2-81, [7:0-3-6,Edge1 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 0.79 Vert(LL) -0.15 9-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.33 11-16 >797 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 102 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 107610-8-0 (min. 0-1-8) 7 = 1076/0-8-0 (min. 0-1-8) Max Horz 2 = 72(LC 8) Max Uplift 2 = -543(LC 6) 7 = -543(LC 7) Max Grav 2 = 1076(LC 1) 7 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2200/1971, 3-4=-1862/1605, 4-5=-1743/1589, 5-6=-1863/1606, 6-7=-2200/1971 BOT CHORD 2-20=-1052/1576, 2-21=-1720/2043, 11-21=-1720/2043, 11-22=-1284/1744, 10-22=-1284/1744, 9-10=-1284/1744, 9-23=-1732/2043, 7-23=-1732/2043, 7-24=-1070/1575 WEBS 3-11=-342/486, 4-11 =-1 02/304, 5-9=-104/366, 6-9=-342/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 543 lb uplift at joint 2 and 543 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning- nerelharooghly review f ot'A.1 RDDF TRUSSES rSFl1E11. RENIRAI TIRMS d (ONDITIONS CIISTOMFR ('BmTR1 A[CNOWFNOFNFgI`torm. Wdy design porvmefen and mad enter no this Truss DesignD—ing QOD) endthe krosel Rumnu, Ff. Refereme Sheet before use. Unless otherwise staled on the 100, only In,n.-do, plates shell be used for the TOE to be:.Ed.A,nTrms Design Ingineer(ke.,SpesielyEnginee,b the seof no onyTOO represents an a frotnre of the preteuionol engineering rasp irobility for Nre design of the single Tossdepicted on the TOOenly, under 1Pl-1.Ehe design essurinfl-, leading mndiYeub MANUEL MARTINEZ, P.E. 6ebErty end or,of Asir Des, for eoy Buldiag is The,espehsibirrby of the Oweer,ihe Owner's authorised agent or the Budding Designer, in the rented ofiheFR( the BG the Intel bolding rode dod TPld. The opp-olofthe TOO end no, field use of the Itm,, indoeing handling,storage, Insh,116m end bmdng,shell be the #047182 A!"� spomibS@y of the Rnilding Designer endCootradoy. All notes sesoutie The TODondthe granites end geidelinesof the Build'rag Component Sadely lnktmmtan(86p published byTP.IondSECA ore mfemared for general gvldoote.TPI-I defines th—sponsibifitin end duties ofthe Tres, Designer, Tress Design Eng=.nee, end 10 1 Or10 Clr. on Mermtodmer, unless otherwise defined hya(oonon agreed upon in•riling br atlpmtlesinvolved. The Truss ksige Fngiene,1, NOT the Whiten Desgner or Pots Spin. b9hr for oey beilding.All (apfldi;ed lams am os defined in TPl-1. O 9Ch t 0 Copyright© 2DIS A4 Intel Trusses- Manuel Medim, P.F. Reprothod oo of this dnmmenl, in any Farm, is p,ohihiled whh written permisOmfrom A-1 Roof Trusses - Rlanuel Martinez, P.I. Orlando, FL 32832 Job I Truss Truss Type Qty Ply- Std Pac/6511 EL B A0562077 61684 C07 Hip Girder 1 1 d Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@?altruss.com Hun: 1.62U s Apr 3u zu'r5 Print: f.b2U s Apr 3u zui 6 mi I ex inoustnes, Inc. Thu Aug i 3 08:6 : i I zu i5 rage I D: W?quLcr?Re? LtLe98RjH4yHM91-N iXjgQIAo6SZBt?JgtRaD3Yd KBgLdPPvMt2JzdyoKs 14-0 6-2-0 10-11-0 15-8-0 21-10-0 23-2-0 1 4-0 6-2-0 4-9-0 4-9-0 6-2-0 1 4-0 4x4 1.5x4 11 4x4 1.5x4 11 3x8 MT20HS= LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1680/0-8-0 (min. 0-2-0) 6 = 1683/0-8-0 (min. 0-2-0) Max Horz 2 = 58(LC 28) Max Uplift 2 = -897(LC 4) 6 = -929(LC 5) Max Grav 2 = 1680(LC 1) 6 = 1683(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3899/1926, 3-20=-4604/2365, 20-21=-4604/2365, 4-21=-4604/2365, 4-22=-4604/2365, 22-23=-4604/2365, 5-23=-4604/2365, 5-6=-3911 /2024 BOT CHORD 2-24=-1282/2536, 2-25=-175713632, 11-25=-1757/3632, 11-26=-1759/3656, 26-27=-1759/3656, 27-28=-1759/3656, 10-28=-175913656, 9-1 0=-1 793/3667, 9-29=-1793/3667, 29-30=-1793/3667, 8-30=-1793/3667, 8-31=-1791/3643, 6-31=-1791/3643, 6-32=-1258/2537 WEBS 3-11=-33/442, 3-10=-608/1135, 4-10=-630/495, 5-10=-509/1122, 3x8 = 15-8-0 CST. DEFL. in (loc) I/deft Ud TC 0.86 Vert(LL) 0.32 10 >823 360 BC 0.68 Vert(TL) -0.56 8-10 >464 240 WB 0.43 Horz(TL) 0.13 , 6 n/a n/a (Matrix-M) WEBS 3-11=-33/442, 3-10=-608/1135, 4-10=-630/495, 5-10=-509/1122, 5-8=-31/446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; 4901 9th Moving Load; 41001 1 Oth Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 897 lb uplift at joint 2 and 929 lb uplift at joint 6. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Defl. = 318 if 5x4 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 96 lb FT = 0% 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 84 lb up at 6-2-0, 88 lb down and 99 lb up at 7-0-12, 88 lb down and 99 lb up at 9-0-12, 88 lb down and 99 lb up at 11-0-12, 88 lb down and 99 lb up at 13-0-12, and 88 lb down and 99 lb up at 14-9-4, and 53 lb down and 121 lb up at 15-8-0 on top chord, and 236 lb down and 115 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb down at 11-0-12, 55 lb down at 13-0-12, and 55 lb down at 14-9-4, and 236 lb down and 115 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 14-17=-20 Concentrated Loads (Ib) Vert: 3=-53(F) 5=-53(F) 11=-236(F) 10=-38(F) 4=-88(F) 8=-236(F) 20=-88(F) 21=-88(F) 22=-88(F) 23=-88(F) 26=-38(F) 28=-38(F) 29=-38(F) 30=-38(F) Warning -Pl-alhomughly¢vierThe 14ROOF TRUSSESrSfillill6fYnAllIMS&(0N01ilONSC1511191PrBUT1111ACT(NOWIEDGIYfXrform.Verify design p armetersaad,ad notes amthis T,.,, Wigsgiormg(NO( and the ManuelMartinez,1`1WerenrcSheetbefitsuse.UnlessotherwisesidedanthelDD,only MANUELMARiINEZ,P.E. �Yaeh r,ma,dor plot,, shall be ased Inr the TDD to be r.lid. As o Luss Design Ingi-, (Ce, Speriahy Engines), the seal Do may TOD represents an etrcplan,, al the professional engineming sespwnsibilih for the design of the smgl,Tm,s deputed as the IDD wally, under IPII. the desige ossumepli-, Wading onditiwas, whwbifly wad use of thin Truss for any Bailding is the responsibility of the Droe,.[beOnner's oothwhedogoal or IT, Building 0esignn, In the rooteMoftheor, the lBC,the 1-11,0diag tode and V14. the approval of the TDD and way field use of The Truss, intruding bsodOng,stooge, installation and hating, shall be the #tIQ]I82 ospansibirdyaONe BuOdiogOnignm aadCodraUor. Ao aotn,et oufnrhe TDD andihe praaices aid goidebon olthe BoiidingtomponeatSdery l�dormmion(B(SQ pubrished Try 1P1 and SR(Aare rzlnemed Wt geaeml guldonte.lPl•l defines tAerusponsi6diiiesood dune, al tM1elruss DesigneyLon Dniga[ngmem and 10019(horiton(ir. Ion Yamilaemer,uwlets oMnrise defined try D CommR agreed upon in ailing by oil pmtlesmvolrcd. The Truss Design fogin,in It N01 the Building Designer o, Truss System fngineer lo, any boBding. {D (apdofiud Isms oru a, dehoed in IPI-I. (opyrighl 0 7015 A -I Roof Trusses - Manuel Mortinee, P.r. Reproduttion of this derument, in any form, is prohibited with w,i0en pnmeisslon home A -I Roof Trusses -Mortal MDdiner, P.I. Orlando, FL 37832 Job Truss .Truss Type Qtv Ply, Std Pac/6511 EL B 61684 CACorner Jack 18 1 A0562078 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:11 2015 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-NiXjgQIAo6SZBt?JgtRaD3Yg1 BpKdV9vMt2JzdyoKs I 0-11-11 0-11-11 2x4 = 0-11-11 0-11-11 LOADING20 SPACING- 2-M CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a , n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) IWeight: 3 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 62/Mechanical 3 = 25/Mechanical Max Horz 2 = 87(LC 1) 3 = 88(LC 6) Max Uplift 2 = -54(LC 6) 3 = -28(LC 6) Max Grav 2 = 62(LC 1) 3 = 25(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2 and 28 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning. pleoalhurnughlyrevie.fhe'A I ROOF TRUSSFSrSEEIMI G911M TIMSB(ONDIIIDNS Nf10YFi rgUTFB?ACCNUWENGEAENi'Farm. Veroydepinaromehs and read notes Go this imss DesignOra.ing(alD) and the naaoeSYmdnet,I'LPerereare Sheet bebre me. Unless otherwise Rated ae Me 100, only MANUEL MARTINEZ, P.E. Mnek mneetlp plans shoo k oscd for the IDD fo he uogd. Aso Goes Design Engineer fee, Sped.1ty Eagin-1the ..I an any TOD apresenh oa arteph an of the pralessi—I engineering resp... Key far the design of The single Truss depided on Me TDD only, under TPFI. The desige assumptions, funding andif)nes, sodabliDy and as, of this truss laeony Building is The respanelbOdyol the Owacr, the Omer,oatha,W ogant or the Barking Design., in 14 ronfe.10 the FA(, the IBC, the Intel buildigad, and TPl-I. The apparel of the TOO and any field use of the Truss, inducting buodrmg.storage, installation and baring, shall be the #047182 aspansibdty, of the Building Designer and63trado, All auto,sh ool in[be TOO and rile praniret and guidelines .1 Building Unal, enI SONY lydmmmion@[SQpublhhed by rFl and 56(A me alercnad for general goid,am11l-I defines14,esponsiOrmsoad duties ohhe Truss Designer, Iris Design Fngineer and 18019 Charlton (If. buss M-fro er, not athenise defined by aCoomtagreed upon in nifing by all pries ineohed. The It.,, oasign F.0aeer1s NOT Ibe Building Designer or Gas Syslem Frque [far any buildng.AN(apifalited terms era os deNaed in 1PI-I. Copyrighy©1015 A•1 Rooltasses-Manuel Martinet, P.F. Reproduction of this dotument, in any farm, is prohibited with written permission Gam A-1 Roof fruttes-Alonuel korliner, P.F. Orlando, FL 32837 Job Truss Truss Type Qty I Ply . Std Pac/6511 EL B A0562079 61684 CJ1L Corner Jack 16 1 � Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:11 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-NiXjgQIAo6SZBt?JgtRaD3YmIBgLdV9vMt2JzdyoKs -1-4-0 0-11-11 1-4-0 0-11-11 0-11-11 0-11-11 Plate Offsets (X Y)— [2:0-1-8 0-1-0) 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) 0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 188/0-8-0 (min.0-1-8) 4 = -13/Mechanical Max Horz 2 = 60(LC 6) Max Uplift 2 = -185(LC 6) 4 = -13(LC 1) Max Grav 2 = 188(LC 1) 4 = 38(LC 6) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 2 and 13 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wo,uing Pleoseihmoughiyievier the'A.I ROD; IROSSHrSILITRJ,OrN;RAt TfiCONDITIOM MANUEL MARTINEZ, P.E. Illek rounds, ploln shall be used to, the TOM be eolid. As a Lon Oesige Engineer (i.e, gpedairy Fnginent the seal as ony1NO represents v anephnm of the ln. essi¢nsd eolli-flog fm 1M1e design of the single T,- depided ¢o the TOO only, mode, IPTI. The design assumplim, boding toudifim, Asoiohliq ooduto of this Truss lo, ny Build'mg is lhesesponsibVy.1 the Door, the Orneri outho,a,d agealm no Bu4sDog Onigen,i. the tooted of the W, the lll. the lomi bo8dag rod¢and 1Phl. Theopps,rul.1 The TOD coil Feld use .[the Tess, iadudmg hoodlig.ssmp, tmlalle5anpnd b,odog, shell be the #047182 tespensibiNty of the BuOdsog Dnignn and Conhad¢r. All aota set out io the TOO and the pmditescod gahltbeesof the BuilfmgComponmt Sefety lntmmotion(ICSI) pubGsbed by and SB(A ore refnensedfo, liennaI guldoste.IPI•1 defines the nsp¢nsibiriia end duties of the Tress Designe,, Tsui, Oesign rngnae, and 10014 (horlton Or. I,.. Roedo,oer, unless mEnme defined by a Cedm t ogretd upon I. niting be ell podleslneehed, The Ims, 0etigo ruin... 1, NOT the Building OnIgoer a, nun Sydemrngue-fo, my boding. All CepOnlad Ives. me es defined is IPbI. Copyright©201S Ad Real Imsses • Manuel Nodiner, P.E. Aeprodunion ofihis dmument, in any loan, is prohihind.rith nri0en permission hem A•1 Roof. nurses- Monuel Martiner, P.0 Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562080 61684 CJ3 Corner Jack 12 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:12 2015 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-su5521JoZPaPol aVObzpmH4yZb6yMyR3bXntV4yoKs 1-8-0 2-11-11 1-8-0 1-3-11 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 15.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -8/Mechanical 4 = -36/Mechanical 5 = 306/0-8-0 (min. 0-1-8) Max Horz 5 = 60(LC 6) Max Uplift 3 = -23(LC 8) 4 = -36(LC 1) 5 = -230(LC 6) Max Grav 4 = 37(LC 6) 5 = 306(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-185/389 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1.5x4 II DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 5 >999 360 MT20 244/190 Vert(TL) 0.00 4-5 >999 240 Horz(TL) 0.01 3 n/a n/a 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 3, 36 lb uplift at joint 4 and 230 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Weight: 10 lb FT = O% kmmng Pleau Iharoog6Fy aerie.the'A I 100f18ususrallEg?,alf"ifiRMSAfON01n0M(IISIONfRr81a'ER?A(RNOWIFOGEMEXrform. YerOy designpmomelos androod notesonthis Luss 06ge DmwingflDOJand Ibe MooueIMunroe; Pi fide-eShe, I be rose Unless alderrds, staled oa the 1D0, only Ait mnnerlor plNn shall be med forthe 100fo he rvgd Aso Lass Design fagi¢er(ie,Spesiolty SngmeefA the seutunanyT00«resoll a. aptome of the lu.Nssionot e.0.dng sespo.W,iryfo, the design of the sPglebuss departed a the TOD eels, under IPbt. Ibe desrysossumpfions,kodng roadihom, ANUEL MARTINEZ, P.E. suakliynod use of tNs rems in, nor Baking is the responsihody ohha owner, the Ownersaulhur:udaganlmthe Boildiag0esigncr, in the mMefl o}the lR(, the lB(, the lorol building rodeandTPld. Ihcopproyelof the lDD and ouy rielduuof the Lass, indudinghoad0ng. dwoge, instuDuNan and burring, Ann be Me #047182 "'respomibihtyol the Building 0asigam ond(mktato,. AO nManef not in she l00 and the praniros and gvide0nes of the Bu03ngComponeutfdetylnlormation(B(SlJ puhlishcd bylPl end$B(Ame«imensedtor generd guidonu. iPld defines lhemspnnsiNGNesand duties of MvTrass Designer, Trun Design Engoeer and 10019 (horlton (if. IruaMonufonmeq unless otherwiu defieedhy o [omroa oprzed upon in siting by oIl pmtles inralred. The Iran Design Eegiaeeris NOT Oe 8o11649 Designer m Lnss System Engineer for any building. All CophoOud sums ore os dehned is 1PIJ. (opyrighl © 2015 A-1 Roof Trusses • Manuel Mortiner, P.I. Reproduction of this document, in any form, is prohibited with writlen permission from A-i Roof Trusses -Manuel Mnrtinee, P.r. Orlando, FL 37832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562081 61684 CJ3A Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi T ek industries, Inc. Thu Aug 13 08a17: 12 20 IO rage ID: W?qu LcI?Re?LfzLe98RjH4yHM91-su5521JoZPaPo 1 aVObzpmH4z4b8nMyP3bXntV4yoKs 2-11-11 2-11-11 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 148/0-8-0 (min.0-1-8) 2 = 77/Mechanical 3 = 37/Mechanical Max Horz 1 = 60(LC 6) Max Uplift 1 = -59(LC 6) 2 = -59(LC 6) 3 = -4(LC 6) Max Grav 1 = 148(LC 1) 2 = 77(LC 1) 3 = 49(LC 3) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-338/205 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 1, 59 lb uplift at joint 2 and 4 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard wooning -Plmu Ito 9bltr. "k. the 'A.] ROOF IROSSIS(SFIIIR,, DIRIRAI FIRMS &(ONDIIIONS(USTOM11 rRIIT111A(KNOSPIFOGUHT'form. Verity deign parameters and read at,, a this Lust Design I-gOOD)and the Manuel Monk., H. felennce Steel beta. use. We. cthe %, stated oe the TOO, only MANOEL)AARTINEZ, P.E, Mile1 manedor plNes sha0 be used for Ibe IDOIo berohd. As o Lou Design fngiazn (e, fpeddry Faginenj, the seoian any IOD rzpresenls an aueplonre al the prolessioaol eagioeming Impomibility Tm the design ¢i the singlelross depitled on tbel00 only,ender 1Pld. The design msumptans, boding mndilioas, �soihblOq¢md ate o(tkshuu lor¢my RuOd'mg islhe mspomi600y of lhe0.ncr, tM1e Ontxriauth¢riud¢genlarlte Bu'Ymg Designer, In lF.¢ronl<at of the lR(, the lB(, the lomi butd'mg rode and Rhl.Ihe¢ppr¢rolot lte IDDand any field use aflbettu», mdudingta¢dfiag. simage, instolla(�nand 6rooing, shell be the #047182 resprOnEly of the Ruih'ing Designer and Continues. All enter sm no in the TOO andth,Frank. and geidelinesafthe Buildiag(ompooWSdely lnlmmmiaa(161)pab6nbed by III and SUA art«tnenad for general guldume.IPIAdefines the re;pamibifitiewnd dotter f the Truss Designn, Irons Design Fagineer and 10019(horllon eir. W. Manutadener, unlo s att-4 defined by n (..ban agreed upon in ailing bra11 pmdes irmleed. The Lust Design fort.", is NOT the Dulidlog Derlgner or T... System fogineerfor any 6oiNmg AO (apiagred Inmt ate ¢s defined io IPI•I. (opyright@ 7015 A-1 Roof Trusses - Manuel Mailiner, P.I. Reproduction of this document, in any form, it prohibited xnhwritlen permission from A-1 Roo( Trusses -Manuel Moctiner, P.F. Orlando, EL 32832 Job Truss Truss Type Qty Ply Std- Pac/6511 EL B 61684 CJ3E Corner Jack 2 1 A0562082 Job Reference o tional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:13 2015 Page I D:W?quLcr?Re?LfzLe98RjH4yHM91-K5fTF5KQKjiGQA9hxl U2J Ud5e_Qa5OVCgBXQ2WyoKs 1-3-4 2-11-11 1-3-4 1-8-7 C? 3x6 11 1-3 4 2-1-8 2-11-11 , 1-3 4 0-10 4 0-10-3 Plate Offsets (X,Y)— [2:0-3-8,0-1-81, [3:0-2-8,0-1 -01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.00 7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W2: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = -78/Mechanical 6 = -76/Mechanical 8 = 416/0-3-2 (min. 0-1-8) Max Horz 8 = 60(LC 6) Max Uplift 5 = -78(LC 1) 6 = -76(LC 1) 8 = -349(LC 6) Max Grav 5 = 53(LC 6) 6 = 49(LC 6) 8 = 416(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-207/463 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 5, 76 lb uplift at joint 6 and 349 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wommg- The Ihawalibly maim the 1A ROOT RUSSIS rilllfl'f. 6Ili TAMS & (ONOITIONS (USTOYII "am! A(INOWIPDGIYENPform. May design pwomelen nad read Dotes an this Trots DerigaOrmringfrDO(and the Manuel Mmrtnes, P1. Ieferenre,Sheet before use. Under, otherwise stored oa the )DO, only Yileh rcow., plmes than be used for the TDO to be valid. Asa Lin Design Fegiveer(ia Spedulry Fogineerl the sent on aoylOD reprzsenif onaaepfonm of the proletsionaeupt-ing raspoasibility far the design o114 siagle Trots depiatdoo the TOP soft, under TPbl. the desige Dsssmpfiont, bsdag ronditioas, MANUEL MARTINEZ, P.E. solabifity and as, of this Truss In, any Bolding is the msponsiEilty of the Cents, the OwneisaA.,littl ogoal at the Building Designer, in the mmeu of the 11C, the 18C, the larolbabdirg rode end TH1. The opprorv1afthe TOO ad our field use of If, nuts, irb.d'mg baadhng.towage, installation and baring, hall be the #047182 A respaanibiNty of the Budding Designer and Couturier. All roles set satin the TOO and the pro even and galdefinerof the Buildng(.ropeneat Safety itdDrmation(ICSI( published byTPl and SB(Aare ,fe,,e.d tar gap guide-.TPl•1 deDMs the respomibiBuies and duties at the Truss Derigmr, Tmm Design Engineer and 10019 fhorllon(ir. Muss YDouforlumb uolns otherwise dehoed by a Contrast agreed upon in writing by all parties involved. The Irua Design fog owe, is NOT ?be Bulldiog Designer or Ti war System [ruiner for wry Widirg. AD CDpnolned lams me os defined in IPI•I. (apyright ©ROTS A -I Raal trusses- Manuel Mariner, P.f. Reprodustian o1 this domment, in any loan, is prohibited With written permission from A-1 Roof Trusses •Manuel Martinet, P:L Orlando, FL 32832 Truss Type Qty Ply Std Pac/6511 EL B IJob A0562083 61684 Puss J3EA Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FOR 1 VIEKGE, FL 3494b, oeslgn(ma11russ.com Kun: y.uzu s Apr 3u zu7J t-nnu i mzu s Apr 3U ZVIJ IVII I eK IIIUUSIf Ies, nIU. I nu AUy IJ UO.W . iO LU IO rays I D:W?quLcr?Re?LfzLe98RjH4yHM91 -K5frF5KQKjiGQA9hxl U2J UdBv_TN5OrCgBXQ2WyoKs 1�-12 2-11-11 1-4-12 1-6-15 1.Sx4 II ift31 9 In c? LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.00 7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) 7=0-1-8, 6=0-1-8. (lb) - Max Horz 7= 60(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 4, 5, 6 except 7=-211(LC 6) Max Grav All reactions 250 lb or less at joint(s) 4, 5, 6 except 7=269(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-155/306 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5, 6 except Qt=lb) 7=211. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% Nsmng- Please tho-ghly mein. the 'A I 100FTRD511Sr51111111 CIORAI TIRYSE(ONOITIDXSCItSTwrouTRI AaRowilaumaXr I... Verify design psamelen and rend notes an lhis Doss Design Cm.iag(TOD)and the Runnel Ymener,P1.Role-.Sbeetbdareuse. Oels othenise steed ae ne, log, only MANUEI MARTINEZ, P.E. A!,Yilek maned., plan. shall be orzd lac the TDD to be enrid. As o Imss Design Faginen rle., Spsiolry Engineer), the uol on onyNO mpmunls an nmplonrc of the prel.rional enginesins respomibilily for lb. design of XIe singleTrms d,od,d oa Ibe TDO only, undo IPI.I. The dasign manaapfica% leading renditions, suilublydy, and use el this Tim lorony Building is the mspomihllily el the Caner, the Omni oulhoriudayeelur the Building Oesignor, in the coolant of the lK, tha 11C, the loml building ledaand 1Pb1. Theopp-I of the TDD and Day field use ohhehuss, induding huedhnallofia ng, holage, inn and bracing, shell be the #047182 r.ansibiNry al the Baking Dsigaer end Conhahor. All notes set coin the IDO and the pmeimsaad gaidelioer of the Wilding[omponnt Salley Information(B(SI) published by TPl andSB(A ore mlemnredfor geneml guldonfe.IFI-1 defines the msponsiblDties cod dollar onhe Truys Oesigns, Par, Design Engines and 10019(horhon Or. D Yanufannin. axles etharise defined by n (emcees agreed upon io rri;ing byotl pelves inmlred. the firms Design Cogioes Is X011Aa Puildlog Deilgner or Dos System Engueer for ony buiding. All (apXaOmd Isms areas hh,d in IPI.I. Copyright© 2015 A-1 Real Trams - Manuel Moriiner, P.1. Peprodohioa of this domment, is any form, is prohibited arhh rrifea permission from A -I Pool Durres - Manuel Marker, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 CJ3L Corner Jack 13 1 A0562084 Job Reference (optional) . , Al RUUF I BUSSES, FOR I PIERCE, FL 34946, design(ga1 truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:13 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-K5frF5KQKjiGQA9hxl U2J Ud6o_Tp5PfCgBXQ2WyoKs 410 2-11-11 1-4-0 2-11-11 2-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 71/Mechanical 2 = 254/0-8-0 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 101(LC 6) Max Uplift 3 = -56(LC 8) 2 = -182(LC 6) Max Grav 3 = 71(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/52 BOT CHORD 2-9=-127/292 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=182. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Plmse Iharougfy,,.k. the 'A I ROOF TRUSSESrSEll[r), 6 911 films R(ONDIMONS CUSTOMER ('BD111?A(rNOW1EDBEAENFimm. Verify design pen —tor and read note, on Ibis Truss Detig.Da.mg(TDD)aad[be Mae.,[Merftn,4 PE Refi-re Shet before use. U.I. olbe iw stated on the IDD, only �Wks ronnedot plate, shall be used for the TDD to bearid. As o Loss Design Fngi-,Ii.e.SpedolryE.ga-1 the of an DayTDD rep -Oh an .... plan,, of the pminsionol engineering responubiblyI.,lb, design of the single Truss deplded oo the too only, wdo, TH1. The design-Dariptic." 6dingtorrdifims, MANUEL MARTINET, P.E. ,0.blNty and use of this Truss for Day Building is the Iespohsitilly al lh.o.ner,line O.mrf aOhnized.gem or the Bul&ng Designer, in the mMem of the ME, the lB(, the faro) building ad, and TPld. The apprmol of the IUD and any field use of the Trua,Whaling M1aodfing,stooge, fostoll.N.o and baring, shall be the #047182 reepomitirGry of the Buil&og Designer .nd(o.Uodoe. All amm set not in the [DO and the praeites and gniddi-Ithe Building (ompme.ISafety Inhnnrim(I(o) published by III and WA ore rah,,n,,d lot general guidon... TPbl defines theresponsibiifts ad dd,, of the Trust Designer, Truss Design Fog ea and 10019(horlton(ir. Isms M.nufodmes, unless otherwise defined by a (Dmson agreed upon io.riting by all portles in.olved. The Inns Design Foglnen is NOT the Building Designer or Truss System Engineer for any building. AO Capfaliied Inmr are at deined in DEW. Copyright© 201S A -I Real Trusses- Manuel Modinm, P.E. Repadurfion of this dominant, in any form, is prohihitedwbh written permission from A -I Roof Trusses • Manual Muslim, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562085 61684 1. CJ5 Corner Jack 10 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Thu Aug 13 08:07:14 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-oHDsSRK251 g72KktV0?HriAGvOr_grYM2rGzayyoKs 1-8-0 4-11-11 1-8-0 3-3-11 3x6 I I 1-0 1-4-0 4-11-11 3-7-11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.32 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 87/Mechanical 4 = 21/Mechanical 5 = 334/0-8-0 (min.0-1-8) Max Horz 5 = 102(LC 6) Max Uplift 3 = -85(LC 8) 5 = -215(LC 6) Max Grav 3 = 87(LC 1) 4 = 48(LC 3) 5 = 334(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-257/540 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Dpsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. ...... 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=215. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard TV ing-Pleasethoroughly .vierThe 'AIROOF TRUSSESrSFII[Rj,GINERALfilms d(ONOITIONSain(AilrRUfirlACRNOWIFOGEMPNT'I... Verily designparomelnsand end notes onThis Tom DesignDmring(TOD) and the Manuel Mmtire;Fl.Referees. shoot hot ..use.Out enathenisesloWanThe TOO, only MANUEL MARTINEZ, P.E. MiI Ir u—ste, plain shall be used I., The TOO to be nnlid. AT. I uss Oesign Fngiaeer (..a, Speuolty Fngineor}, the seal on any TOO represent aa...plan. tithe pro4ssionol ee iroeflq.,,p rfibility for the design of The single Truss depicted on The TOO anly, aide, IN.I. the desig. assumptions, boding mudilious, suitability tad use al this Tiussfar any Building is the mspamibility of the O.ner. The Onner's wlho,ned agent or the fludding Design.,, In lhumntext of the IR(, the lB(, The laml bolding rude oodTPI.I.Th. aPpmsal of the TOO and any field use of the Truss, including handling, storage, instollelian and bracing, shall be the #041182 ,espansibility of The building Dosigm and(onnamr. All notes out io The FDO end The pr.di.s and gaidellnn of the Building Component Safety lydmmation(REST) published by TPl and SB(A are rdemn.d far general guidon.. TPGI defines the respouibilide, and duties at the Truss Designer, Is Design bllikom and 10019(hodlOp (Ir. Tan M.nufadrw, unless otheerise defined by a Can mf agreed upon I. ailing by.11 pmtle, io,.Wd. The Irux Wig. [via... is NOT The Building Designer or Uuss System [.sinter tot any holding. All Capitalized Ina. ore as defined in IPI.I. Copyright @ 2015 A4 goal Trusses - Manuel Martinez, P.I. Repradurtian of this dommarm eot, in any f, is prohibited with written permission from A-1 Roof Trusses- Manuel Martinet, P.[. Orlando, FL 32832 Job Truss Truss Type Oty Ply Std Pac/6511 EL B 61684 CJ5L Corner Jack 10 1 A0562086 Job Reference (optional)•i e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30,2015 MiTek Industries, Inc. Thu Aug 13 08:07:14 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-oHDsSRK251 g72KktV0?HriAE40ovgsvM2rGzayyoKs 4-11-11 4-11-11 lifi LX4 — LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.50 TCDL 15.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 127/Mechanical 2 = 36010-8-0 (min.0-1-8) 4 = 49/Mechanical Max Horz 2 = 142(LC 6) Max Uplift 3 = -102(LC 8) 2 = -222(LC 6) Max Grav 3 = 127(LC 1) 2 = 360(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-465/580 BOT CHORD 2-4=-800/524 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8[ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.03 4-8 >999 360 MT20 244/190 Vert(TL) -0.05 4-8 >999 240 Horz(TL) 0.00 2 n/a n/a 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 3=102, 2=222. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Weight: 19 lb FT = 0% Warning-Plemelho(ougNyuyiewthe'AT RDNfTRUSSES (sollitl.GENERA[]FpI1SR(ONDIIIDNS[USTOMIRCBUTEVA(CNOWIFOGIMfNI'torm.*,ilydesignpommefn,toot! rzod notesonfhi+IrutsDesignOmaing(f00)nndtheManuelNomner,pEReleeen[aSheelhdorzuse.UnleaoMenisesealedonfhe7DD,only MANUELMARTINEZ P.E. Refs unnedm plops shell be used Is, the IDD to be solid. AsoTross Design fogion,li.e, Spedolty, Enginee[I,the uol oo myTID repmsenh an a aeplanre of the professional eoginee+ingrespoosibilily for the design of the single Truss depided on The TEN only, underTPI 1. The design ossumplions, boding [ondiiions, ' soOoblOty ondu+e of this Tmss for ony Building is lhe[apohsibiity of 0r4er,the U-6 outhoriedogeot of the evading Deslgoer, in The <ome0of the l86 the TO(, the lowlLilding rode and WEE. Theoppio.1 of the TDD and any lield use of [be irua, including hoadBng.storage, instollelian and bsodng, shall be the #04ZI82 9 mspnd5irsgofthe Ru7MingDesigner sod (DohaOar-All notessetoulinlheiDOandlhepradiusaadgoideboetofthe Bodiog(omsswulSolely lotoemolion(B(Sgpublished byTPloodSB(Aare[etmcmedlots gets IguldortmTPHdel'me+the responsibi5(rcsaoddullesofthe Tress 1169ov;Doss Design Fngineesood 10019fhorlton(ir. nun MonulodmegWon otherwise defined by a (onuod ogreed upon in wrifing by'11 pmtle+ involved. The Truss Design Eoglnees 1, NOT Ike Building Designer or buss Sysiem [.go er Ter my building. All (apholiud W., as, as defined io IPI-I. (opyright©2015 A-1 Roof Trusses- Manuel Mndiner, P.E. ReprodDOion o1 this da[umenl, in ony form, is prohibited with written permission from A-1 RDaf Trusses • Mosul Mutiou, P.I. Orlando, FL 32837 Job Truss Truss Type QtY IPY Std Pac/6511-EL B A0562087 61684 CJ7 Corner Jack 8 1 Job Reference (optional) Al ROOF TRUSSES, FOR PIERCE, FL 34946, design@altruss.com Run: /.62u s Apr 3u zulb rnnu y.bzu s Apr ou zu it) Mi I ex Industries, Inc. 1 nu Mug 1 J VO.V y . IJ LU to rage ID: W?qu Lcr?Re?LfzLe98RjH4yH M91-GTnEgnLgsKy_fUJ43jW WOviKio7KZIAV HVOX60yoKs, l_S_0 6-11-11 1_8_0 5-3-11 3x6 II 1-4-0 1-4-0 6-11-11 5-7-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.04 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.09 4-5 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 157/Mechanical 4 = 55/Mechanical 5 = 410/0-8-0 (min. 0-1-8) Max Horz 5 = 143(LC 6) Max Uplift 3 = -138(LC 8) 5 = -238(LC 6) Max Grav 3 = 157(LC 1) 4 = 93(LC 3) 5 = 41O(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-361 /55 BOT CHORD 1-5=-0/292 WEBS 2-5=-383/786 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8a MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=138, 5=238. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warvuy-Ple ,ihsougbly,,dew the 1-1 ROOF TRUSSES EVURAI TERI11A(ONDITIONS CUSTOMER rIfl RI mfloyaniale Nr loan. Yerny design pommeters and aodnotes on this truss Design DmwingiiODjand tirt Manuel Morfinet,PE RefvenrcSAeei blare me. Unless aMemise dated on the IDD, only MANNEL MARTINEZ, P.E. Wei c,.,an,plates stall he wd for the TIED fo be solid. As a Tlass Design Toga (i.e., Specialty Fngines}, The seat an any TEND represents on eeroplonse of the protessionel engineering re,ponlility, far The design oithe single Ttuss deputed on the TDD only, units Ill The design assumptions, loading tandIrions, AsuOability and use of this Loss (at any Building is the fapoosiblRA of the genet, the 0rneri outhorued oReal or the Building Designer, in the untexf of tte@(, the TB(, The Into buildingtad, and TEN. The oppmtoI of the TDD and any field use of the Ws, including beed6ng.sie,.g,, insiolla6aa and bsasimg,shull be the #047182 respomibidy of the Building Dosigael and (entrance, All notes set out in the TDO and the praoins and geidelinesof the Building Component Safety lidormatitn(B(Slj published by ITT and SB(Aori«k,,uRd for general guldonce. TP1.I d,haes the respomibitfitcoad duties of the Ito" Desigm4 ltuss Design Engines tod 10019(ITm1100(Ir. TN4 Munukdmer, unless otherwise denoed by a (.nudes ogreed upon in wnOng by all pooles myol.d. The boss Design Engines Is NOl the Rulldmg Bettie,, o1 Pass System Engineer far any balding. All (annotated Want se os defined in TPI.1. Copyright@ 2015 A-1 Roof Losses - Manuel Martinet, P.I. R.lowdunion of this document, in any Total, is prohibited with written petmit0on hem A-1 Roof trusses -Manual Morliner, P.L Orlando, FL 31832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 D01 Half Hip 1 1 A0562088 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. T 4.00 12 5x6 = 13 08:07:15 2015 Page 'o1FZDxVHVOX60yoKs. -10 4x6 = 44 — Dead Load Defl. = 1/8 i1 3x4 = 1.5x4 II 3x4 = 3x8 = 5x8 = 7-1-14 13-11-8 20-8-0 2 -3- 0 7-1-14 6-9-10 6-8-8 -7-10 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-10 oc bracing. WEBS 1 Row at midpt 3-9, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 960/0-7-4 (min. 0-1-8) 2 = 1035/0-8-0 (min. 0-1-8) Max Horz 2 = 330(LC 6) Max Uplift 8 = -467(LC 6) 2 = -517(LC 6) Max Grav 8 = 960(LC 1) 2 = 1035(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1975/1515, 3-4=-1015/740, 4-5=-935/759, 5-6=-881/803, 8-13=-838/823, 6-13=-838/823 BOT CHORD 2-17=-1681/1582,2-18=-1764/1813, 11-18=-1764/1813, 11-19=-1764/1813, 10-19=-1764/1813, 9-10=-1764/1813 WEBS 3-11=0/329, 3-9=-981/1007, 5-9=-163/319, 6-9=-968/1046 CSI. DEFL. in (loc) I/deft L/d TC 0.86 Vert(LL) -0.17 9-11 >999 360 BC 0.75 Vert(TL) -0.32 9-11 >779 240 WB 0.40 Horz(TL) 0.05 8 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) at joint(s) 4, 5, 8, 2, 3, 11, 9, 6, 1 and 13 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=467, 2=517. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 110 Ib FT = O% Wo,ning. Pleme shoroug6ly seyier the 'A I ROOF TRUSSESrSELIER1, OFNERAL FIRMS A(ONCIMOBSCUSTOMER I'BUTFrj A(RNOWIFODEMENr'Form. Tensity design pammetei and read notes on this Truss Design Droring(00) and the Mon..IYntfine;PiWeresem Well befou.se. Unless elb-ise'shed on IT! 100, only A ional engineering responsibility forUbe design of the single Tmss depided on the TOO only, under UP. The design ossu:opfians, lending sondifiOom, N RMARTINEZ, P.E.suilobihty anduroofthis Oustfor ony Building is the rtspoWbirly of the O.ra, the Ooneis outhor'led ogee!or the BondingDtsignn, in the Contest of the IRS, the 111(, the Enrol building mde and FEE.I. The oFfu rIof the Too and ony Field use of the Ttuss, ioduding beenIing, slmnge, intollofion and Ensuing, shopbe the #047182 /!\M" mspnnsibilit"fthe Building DesignerondConfro Confront. All notes set athu the TOM and the pralkes and gaidtlines ofthe BuildingComponent Seery la!ormotian(8(SI(published by TPF and It (A ore aferem0i generol geidow. TPI.I deOnee the responsibihfiesand duties of the Truss DesigMi,Lws Design Engineerand 10019 (horlton (it, Koss M-foemn, Wess oiti-ise defined by o Corona agreed upon in writing by off pestles involued. The Truss Doug. Fngineo is Nor she 8u I&S Designer or Truss System [ngineer I., axy building. III (apnolized loess me es defined in FPI.1. Copyright © 2015 A-1 Ind Imsses-Manuel Morliner, P.F. Reprodustian d this de —suit, in any form, is prohibited rich written permission hem A-1 Roof Tmues-MonueIII.Am, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Pac/6511 EL B A0562089 61684 D02 Half Hip 1 1 �Std e Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(aaltruss.col . _1-4-171 . 6-1-2 Run: 7.620 s Apr 30 20 1a I ID:W?quLci 5-10-6 5x6 = s flpl ou cu I o . I cn a n. US ES, n . 98RjH4yHM91-GTnEgnLgs i;j6J4: 16-2-n 20-8-0 4x6 = Dead Load Defl. = 3/16 it 3x4 = 1.5x4 11 5 6 3x4 = 1.5x4 11 5x8 = 5x10 MT20H-'7;-- 1-2 1-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.23 8-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.41 8-9 >600 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 8 = 962/0-7-4 (min. 0-1-8) 2 = 1033/0-8-0 (min. 0-1-8) Max Horz 2 = 289(LC 6) Max Uplift 8 = -460(LC 6) 2 = -525(LC 6) Max Grav 8 = 962(LC 1) 2 = 1033(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2050/1622, 3-4=-1283/992, 4-5=-1150/1019 BOT CHORD 2-16=-1431/1398, 2-17=-1817/1893, 10-17=-1817/1893, 10-18=-181711893, 9-18=-181711893, 9-19=-716/778, 8-19=-716/778 WEBS 3-10=0/286, 3-9=-787/844, 5-9=-421/518, 5-8=-1009/990 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., G6pi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=460, 2=525. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP' MT20 244/190 MT20HS 187/143 Weight: 111 Ib FT = O% Wading. PI .... lhomoghly.w. the `A I ROOF TROSSIS('5111111, 6FRFRAI FIRMS & CONDITIONS (USTOVIR('BOTFRI A(RNOWIFODEmNr loan. unity design parua.h,,, and Feud notes an this Tins Design (ru.ing(TUD)ond the Manuel Martine:,Pl. Bur erena Sbeetbefamuse. Urten olheroise staled oe lAe lDD,only MANNEL MARTINEZ, P.E. MiieR mnnerfor plates shall be need Im the 1DD to be eolid. Asa Truss Design Engineer (i.e.Spedoiry Engineers, the seol an any TOD represents rannetria-of the prolessionol mgineeting mspomibility for the design of the single Truss depicted on the TOD only, under TP41. The design assomptionb boding candilious, suitability oAd use of this Tons far bay Building is the ru:pondbility at the 0.A,,,the O.ner's oulhorred agent or the Building Designer, in the torded of the IR(,the ME, the local building rudend Fl.l. The opprnal of The TOD And any field use of the Truss, indoding hoodfing,storage,lnsloil.Nonund bracing, shall be the #047182 smFeasibility of the Building Uesion,,aAd(ontartor, All iron,I out in the TOD and the pruoises and guidelines of the Building(ompart.1 Sal hdormation(B(ST)pubIhhed byTPI and SBEA am reformed(ot general guidance. TPbl defines the respomilhiflits and Juries of The Truss Designer, Truss Design Fagineer and 10019 Chorhon Cir. Imss Mnnuiadumr. unless otrenise defined by o Comma agreed upon in rriting b✓ 011 pmtin iocolrcd. The Truss Design fngineerh NOT the Building Designer As I.ns System (nna.er for any budding. All (npgalad Inmc ore as defined in TPI.I. Copyright201S A-1 Roof trusses -Manuel Martinet, P.I. Reproduction of this domment, in any form, is prohibited with wrdten permission Iran A-1 Roof Trusses - Manuel Martinet, P.F. Orlando, FL 32832 © Job Truss Truss Type Oty Ply Std Pac/6511 EL B A0562090 61684 D03 Common 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:16 2015 Page I D:W?quLcr?Re?LfzLe98RjH4yHM91-kgKct7MJde5rHeuGdR 1 Iw7FWYCLglireW 914eryoKs 14-0 , 5-10-12 10-8-0 15-5-4 21-3-10 1-4-0 5-10-12 4-9-4 4-9-4 5-10-6 5x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) -0.21 7-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.46 7-9 >558 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B1:2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 95610-7-4 (min. 0-1-8) 2 = 1055/0-8-0 (min. 0-1-8) Max Horz 2 = 103(LC 8) Max Uplift 6 = -402(LC 7) 2 _ -514(LC 6) Max Grav 6 = 956(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2113/1835, 3-4=-1942/1763, 4-5=-1949/1774, 5-6=-2121/1847 BOT CHORD 2-17=-1333/1538, 2-18=-1626/1951, 9-18=-1626/1951, 9-19=-1018/1333, 8-19=-1018/1333, 7-8=-1018/1333, 7-20=-1638/1959, 6-20=-1638/1959, 6-21=-1405/1573 WEBS 4-7=-528/662, 5-7=-354/493, 4-9=-513/658, 3-9=-350/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=402, 2=514. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 1/4 it 3x4 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 90 lb FT = 0% I� a Warning- Please lb, libly "'.. the 'A.1 ROOF 11116111 rS11UFRj GDORAI FIRMS & (ONDITIOWS CUSTOMER ('8110111 A(KNOW[FOGEM[W fee.. Verily design end red note, on this Trust; Design grower (TDD).pd the F1 get,,.,, Sb,,t Let- use. Unless elli-isesnoredontheIDD,only MANUELMARTINEZ P.E. �Miles nnnedo, Flores shell be used tar the IDD to be Wit As o Tress Design Engine,,(i.e.,Speualty login-1 the seal on onyTDO represents no onplonseofthe professional engineering rtspoasibiliyfm the design of the singleLuss dcpinedon lbe TDDonty, under TPLl. the design ossimpfions, boding ronditioab ' sateblgty and use of this Truss in, toy Building is the responsibility of the Cost, the Orner's autfiorlled agent or the Building Designer, in the contest of the IRE, the TO(, the land binding ode end TPI.I. The oppmrolof the TOO end ony field use of the Ties$, induding handling, rtwoge, instogofian and Is ;ulb, shall be the ##047182 sespansiVICII of the Ruffeg Designer end Wimilor. All notes set out in the TOO and the prmtices and gulddinesathe Beilding(nmponem 5etety irdwoatloa(B(SQpublished by FEE and SB(A are referenced for gesiml guidome.IPI-1 defines the responsibilities and dories of the truss Designer, Truss Design Fngneer end 10019(horlton(ir. Truss Manufadmer,uolcss oth—ise defined by a Comma agreed open in suRing by ell portlesinrilred. The fruss Design Fugle-Is NOT the eulldbg Designer or Lees System Engineer for ony holding. All (apnelired tams ote as dd e'll in IPI.1. Copyright@2015 A.1 Roof Trusses • Mcouid Martinet, P.F. Repradedion of this dommeol, in any form, is prohibited with serfurn permission from A-1 Roof Trusses - Manuel Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qhe Ply Std Pac/6511 EL B A0562091 61684 D04 Common 1 1 e r Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com htun: i.bzu s Apr 30 ZUg b Prim: 7.620 s Apr 30 20 t5 Mi t eK Ifluu5ines, 11tr:. I hu Auy 13 uo.ue. 16 Lu lb rdyc ID: W?quLcr?Re?LfzLe98RjH4yHM91-kgKct7MJde5rHeuGd R1 Iw7FVGCLhljceW 914e[yoKs 11 0 5-10-12 10-8-0 15-5-4 21-3-10 1-4-0 5-10-12 4-9 4 4-9-4 5-10-6 2x4 /j 3x4 3x4 = 3x4 II Dead Load Defl. = 1/4 it I4 6 3x4 — 3x4 = 3x8 MT20HS= 3x4 = 4x4 = 6-10-13 14-5-3 21-3-10 6-10-13 7-6-6 6-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.22 10-12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.47 10-12 >549 240 BCLL 0.0 * Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1:2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 9 = 956/0-7-4 (min. 0-1-8) 2 = 1055/0-8-0 (min. 0-1-8) Max Horz 2 = 98(LC 8) Max Uplift 9 = -408(LC 7) 2 = -521(LC 6) Max Grav 9 = 956(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2086/1790, 3-4=-1923/1723, 7-8=-1930/1735, 8-9=-2094/1801, 4-5=-1780/1690, 5-6=-1343/1344, 6-7=-1787/1700 BOT CHORD 2-20=-137611589, 2-21 =-1 579/1922, 12-21=-1579/1922,12-22=-1021/1343, 11-22=-102111343, 10-11=-1021/1343, 10-23=-1591/1931, 9-23=-1591/1931, 9-24=-1449/1623 WEBS 6-10=-482/639, 8-10=-315/447, 5-12=467/635, 3-12=-312/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=408, 2=521. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live, loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 89 lb FT = 0% yimmmg-Pleosotharooghlymsiv the 'A I100fTRUSSISr5lllfR'S WIRTl1kht"(ONDITIONS(USlON!RrROTFR';A(RNOVAIDGFNPNT'hom. Verily designpmnmetnsand read hot,,,i this Lust Design Omring POD) andthe Me-1 Momnn,FJ11,fam. Sheet Wm ma Wess els-iu'Wed ov the TOO,only MANUEL MARTINEZ, P.E. Nilek ronoerlol plan shall be used lot the TOD to be solid. Aso Loss Design kgineer(,,,Spd.hy fngi—,j1),seal on any TDOr,pnesh on oaeptoom of the pro!essionvl eogi viog Inpubililyfor the design of the singleLoss depicted.. The MIT o.h,,order TPI1. The design.—ptions, boding modiliays, ,Oebibly nod a se of thi, 1 6ovy RoOdfagis themspohsiblTy of the O.m,the Drners nlho,W agenta the ev!dmgDnTgner, io the roolutof the IT(, the ITT, the hadbuOdag We and TPTand I. The oppoul of the ODD nay field use of the Toss, faluding baodriog.mmoge, fmrollorioo ad bn6g, sholl be the #047182 /!\'espansibiEry of the Riding Onigeaond(ontsartor. All notes set Doll in the TOO and the p eak's sod SWfim of the BoildiogCompoo aSolely lnlosmafwn(R(51) published by VI and SR(A ore ief-aced for genmol guidvnte,TPI-I defines thmespaosibilifinsad duties of the boss Designu, Two Design Fgnw and 10019(horltan(ir. Truss Noeofaamer, uol othenio defined byo[oehvrtagreed upon inrrifiog br vIIpvaiesiamlved, the Lou Dedgn Foglneo Is NOT lbe BuildivgD,ag., or Truss Syaemfnyne.rlot any boilding.All (opitvtimd toms ore es defined io TPI.1. Copyright@ 2015 Ad Root T-ses-Want Mortinn, P.F. Reprodusfion of this domment, in ony loan, is prohibited with wdfl n permission hom A-1 Hoof Tosses - Monad Morti—, P.F. Orlando, FL 32832 Job Truss Truss Type Oty-- Ply Std Pac/6511 EL B A0562092 61684 D05 Hip 1 1 Job Reference (optional)[ a Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:17 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-Csu-5TNxOyDivoTSABY—TKogkcejl BxolpVeBHyoKs :3-0 7-10-8 13-5-8 17-1-0 21 4 0 22-8-0 1 4-0 4 3-0 3-7-8 5-7-0 3-7-8 1 1 1 -80 Dead Load Defl. = 3/16 it 5x6 = 4.00 12 5x8 = 4x4 = 3x8 = JX4 — 3x4 = 4x4 = 7-10-8 13-5-8 21-4-0 7-10-8 5-7-0 7-10-8 Plate Offsets (X,Y)— [2:0-3-6,Edgel, [5:0-5-4,0-2-81, [7:0-3-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.16 9-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.34 9-19 >750 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1053/0-8-0 (min.0-1-8) 7 = 1053/0-8-0 (min. 0-1-8) Max Horz 2 = -70(LC 9) Max Uplift 2 = -534(LC 6) 7 = -534(LC 7) Max Grav 2 = 1053(LC 1) 7 = 1053(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2145/1924, 3-4=-1823/1572, 4-5=-1715/1559, 5-6=-1822/1573, 6-7=-2145/1923 BOT CHORD 2-20=-980/1444, 2-21=-167711992, 11-21=-1677/1992, 11-22=-1263/1714, 10-22=-1263/1714, 9-10=-1263/1714, 9-23=-1690/1992, 7-23=-1690/1992, 7-24=-1000/1446 WEBS 3-11=-317/458, 4-11 =-82/29 1, 5-9=-83/355, 6-9=-317/456 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=534, 7=534. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard yinming-Plenselhaoegbly«riershe'A1POOr 1➢USSB('SfLIFRjGOIERAIT[RMSA(DNDIIIDMS[USi00FR('¢UrR';ACC170YtLF0GPfdERrform.yoifydesignpmnmelenond«odnohsonIbisTrossgesignlhuringrlDDjandtheYonuel4mrinet,Pi.ReleremeSheetbetmeuse.Uxksswh—imlwloe[be IUD, asly MANUELMA INEZ A!les-wosplops shellbemedfortheMbb—fid.AsoTsnssDesignrngineer(.e,SperibyEngines,!theseelononyT➢OreprmenlsananeplonrcoftheprolenionalengineeringmsponsihiliryfarthedesignofTdesingleLussdepictedoothefull�aly,ouderlPL1.ibedeugeannmpfieas,bodingwndiDons,RT ,P.E. s.inhlydy and use o[Ns Truss for ony Building is theresponslhl6ty of the Doer, the Outs's outhoriud o9,el or The SeAdiog Designer, In the«nlal0 the lll,the lR(, the Inml building mdeand �Pi1. the opproroloRM1e lDD and ony fieM use o[the Truss,imhdmg baodling, daiaga, (nsfo0mionand burringshall he the #047182 "irespansibiDfyof then ldinp Designerand[onhothr. All nNns sntoot in lbe IDD and the practittt and geldetinesof lAe Building(omponenlfa}eh lTdormeTion(1(Slj published hylPl and SR[A ore«tercnttdfor Benno{guidon«. IPbl defines the responsibilities and defies of the Truss Designer, Dust Design ingaeet end 10019(horltart Gr. bust Y,nnufoctmer.eolea athenhe defined by o Conhoct agreed upon in srrifing by all portles inrolred. the truss Design Cngineeris NOT the Inildiig Designer o, Dun System lngin- for ony bolding. All [aph.had tnms are as defined in IFI.I. Copyright © 7015 A-1 Rut! Trusses- Manuel Mnrtinu, P.L Reproduction el this domment, in any form, is prohibited rrdh wsitters pannissinn from A -I Roof Tsusses-Mo M Mastinea, P.L fltlUOdo, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562093 731684 D06 Hip Girder 1 1 A Job Reference (optional) Al ROOF TRUSSES, FOR I VILKGE, t-L 34U4b, oesign(,wa ltruss.(wm Run. 1.D4U s .,pet ou <u .a I IIL. e.— � e.po — --- ---- 11— y�_— I D:W?quLcr?Re?LfzLe98RjH4yH M91-Csu_5TNxOyDivoTSABY_TKoeYcjXl 7EolpVeBHyoKs 6-2-0 10-8-0 15-2-0 21-4-0 22-8-0 1 4-0 6-2-0 0- 4-6-0 6-2-0 1-4-0 4x4 -- 1.5x4 11 3x8 MT20HS= 1.5x4 11 4x4 i 3x8 = 6-2-0 6-2-0 21-4-0 6-2-0 Dead Load Detl. = 3/8 ii 5x4 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 0.94 Vert(LL) 0.31 10 >823 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.57 10-11 >451 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-7-10 oc bracing MTTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1662/0-8-0 (min.0-1-15) 6 = 1656/0-8-0 (min. 0-1-15) Max Horz 2 = -58(LC 5) Max Uplift 2 = -868(LC 4) 6 = -873(LC 5) Max Grav 2 = 1662(LC 1) 6 = 1656(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3843/1841, 3-20=-4472/2233, 20-21=-4472/2233, 21-22=-4472/2233, 4-22=-4472/2233, 4-23=-4472/2233, 23-24=-4472/2233, 5-24=-4472/2233, 5-6=-3821/1854 BOT CHORD 2-25=-1236/2524, 2-26=-1677/3578, 11-26=-1677/3578, 11-27=-1679/3603, 27-28=-1679/3603, 28-29=-1679/3603, 29-30=-1679/3603, 10-30=-1679/3603, 9-1 0=-1 633/3681, 9-31 =-1 633/3581, 31-32=-1633/3581, 8-32=-1633/3581, 8-33=-1 631/3557, 6-33=-1631 /3557, 6-34=-1222/2528 WEBS 3-11=-37/441, 3-10=-506/1020, 4-10=-620/488, 5-10=-527/1080, WEBS 3-11=-37/441, 3-10=-506/1020, 4-10=-620/488, 5-1 0=-527/1 080, 5-8=-39/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3, 5, 7, 2, 11, 10, 4, 8 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 9 checked for a plus or minus 5 degree rotation about its center. 7) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 10th Moving Load; #1101 11 th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=868, 6=873. 11) This truss has been designed fora moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 84 lb up at 6-2-0, 88 lb down and 99 lb up at 7-0-12, 88 lb down and 99 lb up at 9-0-12, 88 lb down and 99 lb up at 10-3-4, 88 lb down and 99 Its up at 12-3-4, and 88 lb down and 99 Its up at 14-3-4, and 53 lb down and 84 lb up at 15-2-0 on top chord, and 236 lb down and 115 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb down at 10-3-4, 55 lb down at 12-3-4, and 55 lb down at 14-3-4, and 236 lb down and 115 lb up at 15-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 14-17=-20 Concentrated Loads (lb) Vert:3=-53(B) 5=-53(B) 9=-38(B) 11=-236(B) 8=-236(B) 20=-88(B) 21=-88(B) 22=-88(B) 23=-88(B) 24=-88(B)27=-38(B) 29=-38(B) 30=-38(B) 32=-38(B) Weaning -Plowlb.—Tibly-is. lb. 'A42OOnROSS(SrSSLC(RlCINFRAITERMS dCONDITIONS (WOKS CRITTER,; A(RNOWIFOGIMINT, Wre. YaAy deign panne and-dwt, on thisLos N,iya Dm.ing(TOO) and the R000el Routines, P1. Sets's Sh"Ibefoame. , only MANUEL MARiINEZ, P.E. l4leA romedos plates shall6e med for the IDD to be voO4 As o Loss Dnigo Fngmes, rte.5pedalry EngmarL the seat ... ey TOO repre"els as oteplan,, al the pelesri—I eag'neaiq ,,poo ibiliry for the design al the single Loss depided oa the TOD only, and,,TPI 1. Tha design os;unpfions, loading endlrroon, soilablOty and ose al Ili, 11 tou any Building 11 the resp-bildy of the O.ner,the Q—,'s amhor'sed agenl as the Budding Designer, in the rooted of the lK, the IS(,the I -I building rode andTP8l. The apparel of the TOD and any field use of the Truss, bedding dmvge, indallafise and ledag, shall Is the #047182 A!T "spa,ibibryoflu,SniffingDesigneraadConlem,Allnot'stetoatin1b,TODandthepmn7maadgeidehnesattheBiRddng(anpane.ISnfetylnet-lis.(RCSI)publhhed byTPlandSBCApeetee-dfeuSomalgoldenee.TPI-Idetinestheresp-ibilaitsandduties.1thelrussDesignu,Lus,DesignEogl.-,ned 10019(harlt00Eir. mss Paneled mer,uat.%other.Fse ddeed by .Cooed agreed upon in.rilmg by oil poles involved. The It Oeslga Engines, L NOT the Building Designer as Les Syun Inge, rot any building.All CapOolited Ines ore as dehoed in IN-1. Copyright ©2015 Ad Real Trusses - Mean el Morliner, P.L Repradedion of this domment, in any Term, it prohibited with asitten permission ham A -I Roof Trusses- Manuel Martinet, P.L OflDndo, FL 32632 Job Truss Truss Type Oty Ply Std Pac/6511 EL B A05620_R4 61684 D07 Roof Special 5 1 Job Reference (optional)• e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:18 2015 Page ID: W?quLcr? Re?LfzLe98RjH4yHM91-g2SMIpNZ9FLZWy2fks3D0YKpM?l6mW7xzTEBhyoKs -1-4-0 , 7-3-13 13-4-0 13-11-10 1-4-0 7-3-13 6-0-3 -7-1 94x6 = 3x4 = 1.5x4 11 500 = rn Io Dead Load Defl. = 1/8 if 7-3-13 7-3-13 13-4-0 6-0-3 1 -11-10 7-1 Plate Offsets (X,Y)-- (6:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.13 7-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.23 7-12 >690 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 716/0-8-0 (min. 0-1-8) 6 = 580/0-7-4 (min. 0-1-8) Max Horz 2 = 314(LC 6) Max Uplift 2 = -357(LC 6) 6 = -300(LC 8) Max Grav 2 = 716(LC 1) 6 = 580(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1201/1109, 6-9=-161/255, 4-9=-161 /255 BOT CHORD 2-13=-1505/1310, 2-14=-942/849, 7-14=-942/849, 7-15=-942/849, 6-15=-942/849 WEBS 3-7=0/328, 3-6=-893/999 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 2=357, 6=300. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wa,dag - please lbo,aughly reris. IN'AI RDOF TRUSSIS(VIIR1.OINIRAI IIIZA(ONDITIONS(USTONIR reUra?A(RNOW1199111NT' I.. Wily design panels. and mod Wn afh.,It-Desgo omring falls) ad the Weal Masan, P1. RehmoorSheel betatuse. Unless othe im stated m the log, any lading the TDO depMANUEL MARTINEZ, P.E. �Wlet mnne[tor plNes shall k med for the IDDto be rnlid- b o Loss Oesiga Fngineer (e-fpedalry fngmttr), the seal on any1D0 rep,eunh on atuplam of she prolessionol eogivee,mg tnphno3ihty for die design ai die single Luss sted an only, �dd,, V1.1. The design assumpfions, mndilio st, wilabiFry and use of this Tams has any Buadmg is the msPonsibility.1 The Orna, the Oenars authomed agent ar the Budding Dnigner, in the ulal of the llC, the ITT, the Total building adeand Rol. the apsorol of TOD and any field use oflht Tm s, including haadYR.Omega, lstollnfian and bmsing, shall be the #047182 nespemibifityof the Buildiag Designer cad(antmseoe. All notes saoutin she TOD and the pull's and goidtline, of the Boildi.liU.Ponent Solely lahrmmien(1161) published by Rl onsiSB(A ore¢hamed for general gnMenm.Tyl•I defines thesesia-ibilitits and doges of the Truss 00glet, Imss Design fag?neer and 10019 (horlion (ir. Imss tlonulodmer, unlen mherrimdefinedby o (ommtl ogmed open to ailing by all scales inmlmd. The Trua Desga (oginea 1, NOT the Raildlog Deslgatro, Lass System Ingineee ha, any budding. All (apgalhed lum, am as dehad in M-1. Capy,ight©2D1S Ad Raol Trusses-Manoel Moaineo, P.[. Aeproduseion of this daromeni, in any loan, is prohibited with.6rea permission from A-1 Roaf Tsnsses • Manuel Partial, P.F. Orlando, R 37832 Job Truss Truss Type QtY Ply Std Pac/6511 EL B A0562095 61684 D07A Roof Special 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.Gom Run: 7.620 s Apr 30 2015 Print: /.52U s Apr 3U 2U15 Mi I ek Industries, Inc. I nu Aug i3 08:07:18 2015 rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-g2SMIpNZ9FLZWy2fks3DOYKrs?l gmRQxzTEBByoKs 14-0 2-10-7 6-0-0 9-0-0 13-4-0 13-11-,10 1 4-0 2-10-7 3-1-9 3-0-0 4-4-0 7-1 3x4 = 3x4 = 1.5x4 11 1.5x4 11 Sx10 = 4-11-4 6-0-0 2-0-13 1-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.23 11 >716 360 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.32 11 >510 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W10: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-4-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 565/0-7-4 (min. 0-1-8) 2 = 725/0-8-0 (min. 0-1-8) Max Horz 2 = 314(LC 6) Max Uplift 8 = -296(LC 8) 2 = -364(LC 6) Max Grav 8 = 565(LC 1) 2 = 725(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1177/1101, 3-4=-2376/2349, 4-5=-1150/1063, 5-6=-1181/1234, 8-15=-506/633, 6-15=-505/636 BOT CHORD 2-19=-1449/1226, 2-20=-1239/1087, 13-20=-1239/1087, 11-23=-2987/2651, 10-23=-2987/2651 WEBS 5-10=-320/490, 3-13=-422/572, 11 -1 2=-24/254, 4-11=-674/757, 3-11=-135211167, 11-13=-1123/978, 6-1 0=-1 451/1255, 4-1 0=-1 606/1798 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=296, 2=364. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard if Dead Load Defl. = 3/16 it 15 4x6 = PLATES GRIP MT20 244/190 Weight: 90 lb FT = 0% Naming- Men. lhosoagblyseek. the 'AIRoof USTICS[11[R1, Carl RAITERMS &(ONDITIONSCUS[OAIR(-RU[FrlA(RNofyIFDGFAwfmm. Verify design prnardersandrmdnet. an:his lmssDesign Draring(IDD)rulthe Manuel Mmfi.rr,Ff. Rules— Short Tel ire use. get,,,ath-h.shred anthe ED,only MANUELMARiINEZ,P.E. MiieA connector pules shall6e used for the IDD to be ro6d. As o Tmss Design Fngi-, (i.e., Specialty Fngin-1 the seal as anyn)[ rep. —Is on enepionre dthe professional engineering i,spruuibiliry for 1hnd6ga of the single [suss depided as the TOO only, under TP41. The design assumphans, boding conditions, suitability, and use ofthisTruss (a, any Building is The responsibility of the Outer, the Owner's oufhorted agenl as the Raiding @signer, In the matter of the 141, the TO(, the larof building rode and TPl-I. Theopnuml of the IDD and our lidd use of the Truss, inducting haadgng dosage, insrolbilue and bmsing, shall be the #047182 ' respansibiligoftbaBuldingDnignerandfontradocAllodlnsnlomin7heNOandlhepmdicasandgoidelin<saltM1eBuiidingCamponemgdelylni.unnalon(8(SI(publishedbyINandSRCAor.mWomedtorgenmalguidesucTPHWinesthesespansitilUsiesanddutinolthelms%Designer,TrussDesignfrgneerand 10019 (horlton (ir. Imss Manufadmaquoless otharise definedby a Commtt agmed upon in Hiring by all podia inrolred. The truss Design legless, is NOT be Building Designer a, fruss System [age.,, has any balding. All (opdaN d toms coo as defined in It Copyright © 2DI5 A-1 Roof Trusses -Manuel Muslim, P.F. Reproduction of this dommenf, in any form, is prohibited rich Trines permission from A-1 Roof Trusses -Manuel Madi-, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 D08 Half Hip 1 1 A0562096 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:18 2015 Page I D:W?qu Lcr?Re?LfzLe98RjH4yHM91-g2SM IpNZ9FLZWy2fks3DOYKoM?OZmaMxzTEBjjyoKs -1-4-0 6-1-10 12-2-0 13-4-01 -11- 0 1-4-0 6-1-10 6-0-6 1-2-0 -7-1 3x4 = 4x4 II Dead Load Defl. = 1/16 it 3x4 = 1.5x4 11 5x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.14 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.23 7-8 >689 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 69 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 705/0-8-0 (min.0-1-8) 7 = 630/0-7-4 (min.0-1-8) Max Horz 2 = 293(LC 6) Max Uplift 2 = -358(LC 6) 7 = -319(LC 6) Max Grav 2 = 705(LC 1) 7 = 630(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1115/842, 7-10=-212/322, 5-10=-212/322 BOT CHORD 2-14=-1119/1057, 2-15=-1117/1012, 8-15=-1117/1012, 8-16=-1117/1012, 7-16=-1117/1012 WEBS 3-8=0/316, 3-7=-985/1099 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=358, 7=319. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Fanning-Ple-thereagNy mei-the -A I 100F IRUSS(S i SR ERj.6TNIRAI TERNS A (ONDIr10M NSTONERrrUTER1 ACRHOFlF06FNENr (man. ya8y design pamalelers and mad ontm oa This Tmss Degg.Omring fU1D).nd the M.-I ftfiret, PL Refinem. Sheel before use. Ualms dherria gated Whe IDO, only �Nneh r.naerim plates shah be medforthelDD fo be rofid Asa I,.,Oesign Engineer(.., Specialty hgir-1the -Ia. any IUD represenh an umplom..1 the pmfeuionalengineaing respoostiliry fan ihndesig. of the iql.Tmss derided on ibe TOO Daly, under IPl-1. thedesign aswmpfiaas, koangmn�tioas, MANUEL MARTINEZ, P.E. suilaSiNryond cite of thh Oass lm Dap BuUdalgislAe mspoosiNUUy of the Oener, the orneis aothorimd agetl ar tAe Bhiding Designm,in the roniedaf the lR(, the lR(, the lomlb tding mda and Rbt. The oppiomlot lha IDD and ony field um al lM1efims,imludiog baodhng. slomge,imtolloAan mdbrariag, shallhe the #0471R2 respomibiNfyal the Buddivg Designer and(oldrador. AU omassnommthe 100 ondihe pmnitesond gaide0nesofiha BuildingComponetl To!eNlnlormutiun(B61J published by lPl andfrfAare refer.ored for general galdonm.TPI-I defines the msponsihiUlies and duties of thelrues Design,,, Tmss Design Fogneer and 10019 (horlton Cir. hun Nanufoda ."urlms othervise defined by a (onhad agreed upon in voting by uU porUes innolred. the Iran Design Engineer Is NOT ibe Building Designer or buss System (nga-, for any building. AU Cglalimd Imms are os de0ned in IPI.1, Copyright@ 7015 Ad Roof Imes - Manual MaNiner, P.E. Repradadion al this dommeal, in any form, is prohibited with written peralissian final A -I Roof Trusses - Manuel Martinez, U Orlando, f L 32032 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562097 61684 D09 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:19 2015 Page I D: W?q uLcr?Re?LfzLe98RjH4yHM91-8FOI W9OBwZTQ85crlZbSYlt37PQxV3D5C7_kFAyoKs -14-0 , 5-7-9 10-2-0 134-0 9-11-10 1-4-0 5-7-9 4-6-7 3-2-0 -7-1 5x6 = 3x4 = Dead Load Defl. = 1/4 if 0 co 10 A m Io 4x4 = 3x8 = oxo — 10-2-0 ' 3-2-0 6-7-16 Plate Offsets (X Y)-- [2'0-4-2 Edge] [7.0-2-4 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.25 8-13 >639 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.47 8-13 >335 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 72 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 624/0-7-4 (min. 0-1-8) 2 = 711/0-8-0 (min.0-1-8) Max Horz 2 = 252(LC 6) Max Uplift 7 = -311(LC 6) 2 = -365(LC 6) Max Grav 7 = 624(LC 1) 2 = 711(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1260/978, 34=499/349, 4-5=-412/389, 7-10=-587/570, 5-10=-587/570 BOT CHORD 2-14=-944/1482, 2-15=-1176/947, 8-15=-1176/947 WEBS 3-8=-566/828, 4-8=-126/263, 5-8=-591 /647 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=311, 2=365. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard gloating. Ple-Varamghly-kelhe'A (ROOF TRDSSES(1111ER1,6ENFRAI FORMSACONDITIONSCUSTOMEPfBUTERI A[CNOWIED6FMfNP Farm.Redy desigapammelers and tend notes on@islruss Design Dra.ingPOD)aad the Masud Mmfines,Ff. letmente Sheet briars use. Unless othmm, stated no lbelOO,only MANUEL MARTINEZ, P.E. �Miilk rnnnenar plot,, shall be used In, the TOO I. be solid. As. Tbus, Design Engineer Spedahy Engineer), the seal an any TOO represents an oaepla ne of the prokssionol engineering wponhililt far the design of the single Truss depided no the TDD rely, under TPI.1. The design assumptions, loading rondilass, su:mbifigandas..1W,TTussfaranyBuifdngisihemponsibiihyoftheGoes,theOvaw%aulhorhedrgoalattheDoldingDesigner,in[hemmeatofthelRC,theMC,Thelots]Wildingad,andTPld.meoppr-IoftheTDOandtoyfieldas,f1heErnst,indudiaghoodliag,storage,halollorionandIntoning,shallhethe #047182 resp.nsibifiry of the Building O„ignes rndtamsatlor. All notes set oaths the TDO radish,p,alim and grid,lats of the Building Companenl Solely lafrlmation(BCSI)published by TPl.ad MA a.a4u,needfar general gvldanm.]P1.l defines the responsibiliriesalad defies of the Trust Designer, Truss Design Engineer and 10019(horhonQr. 11aR M.outedmer, unless aMeroisa defined by o Conaon.greed upon in Wrifing by ailpmilm involved. liar true Dnign [sgiaen Is NOT the Building Designer or Truss System Engineer, fa, say building. All Cnpdab,d Isms are as defined in IPI.I. Copyright @ 2015 A-1 Root Trusses -Manuel Modinr, H. Repradutlioo of this domment, in any In,m, is prohibited With wine. permission from A-1 Roof Trusses - Manuel Marlins, P.F. Orlando, FL 32832 Job Truss Truss Type Qty. Ply Std Pac/6511 EL B A0562098 61684 D10 Half Hip 1 1 Job Reference (optional) j Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:19 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-SF01 W9OBwZTQ85crlZbSYlt3UPLW V1 T5C7_kFAyoKs -14-0 , 4-6-13 8-2-0 13-4-0 1,3-11-10 1-4-0 4-6-13 3-7-3 5-2-0 -7-1 5x6 = 4x6 = Dead Load Defl. = 118 if 3x4 = 3x4 = 3x8 = 5x6 = ° 8-2-0 8-2-0 13-4-0 1 -11- 0 5-2-0 -7-1 Plate Offsets (X,Y)-- [2:0-2-0,Edgej, [5:0-1-8,0-1-81, [7:0-2-4,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 8-13 >941 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.30 8-13 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 71 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 630/0-7-4 (min. 0-1-8) 2 = 70510-8-0 (min. 0-1-8) Max Horz 2 = 21O(LC 6) Max Uplift 7 = -313(LC 7) 2 = -375(LC 6) Max Grav 7 = 630(LC 1) 2 = 705(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1139/1085, 3-4=-747/636, 4-5=-664/654, 7-10=-531/582, 5-10=-531 /582 BOT CHORD 2-14=-809/1132, 2-15=-1222/1047, 8-15=-1222/1047 WEBS 3-8=-404/593, 5-8=-719/724 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 7=313, 2=375. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rimd{ug-Pl-elhmoughly muiew1he'A-1 ROOF IRDSS[S rSELIER'h GINIRAI TERMS&(ONOTTIOeSCIISTOMFArADm?A(Rt10YllFDGfaEN1'torm.yerdy designpommeten and mad notes Whit Loss Design D—iug)iDD)nndth, A.—M,fiu., I'Ll,lemaSheat hefine use. Out oth—im stated oa the IDD,only MANUEL MARTINEZ P.E. �MiTek mnnedm plmes shall be umdin the iDOfobe rolid. As a Tmss Design rugineer(i.e., Spedully Bnginen),Thu -1 on anyTOD represents euesreplee"al the professional engine lugrespontibilityfm the design offle singleTruss depidnd oe the IDD only, under TPl-1. the design—rnph-, boding rondili-, wOabNdy and use of Mis Ttns fe, tey Building is the respwibilipt of the other, the Genet authorted,.gem or the BuMito Designer, iethe tental el the IRC,the W, the laml building WeaudTPEi. The oppronl al the TOD and aey held use ofthe Lams, including haod6ng,dwage, intollofian and bmdug,shall be the #047182 "'Pue'ibiDty of the Ruiidiog onignet eulContmft, All notes tomiuthe -TDO and the lueiasand goideh-etThe BuiMiug(omponeel Suety itdormafion(R(SI)publich,d by 114 end SR(Ame,f-amdf.r general gvidaam M-1Him the ropu.sibilifits ad Me, of the Truss Design,., Lust WT, fegi-,and I00I4 Chorhon (it. IranA nufoduter, oohs otherwise defned by aCamsodogmxd upon in wrilingbratl parties involved. fhnlrms Design fagioeer is NOT lEe Building Onlgner or T-sSystem Engineerfm onyb0d'mg. HI(apAalned toms me os defined in lPl-1. Copyright ©TOTS A -I Rool Trusses •Manuel Modiner, P.E. Reproduction of this damment, in uny laem, is prohibited with written permission (ram A-1 Roof Trusses- Manuel Matinee, P.E. Orlando, FL 32832 Job Truss Truss Type (atY PIY Std Pac/6511 EL B A0562099 61684 D11 Half Hip Girder 1 1 i Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desfgnLaltruss.com Kan: /.bzu s Apr 3u zuT o Prim: y.ozu s Apr au zu io Mi t ek mausines, arc. 1 au twy t a uo.uy. to 4u Ia ID:W?quLcORe?LfzLe98RjH4yHM91-SF01W9OBwZTQ85crlZbSYlt4VP06V?E5C7 kFp -1-4-0 t 6-2-0 1 9-7-4 1 13-4-0 i3-11-1,0 1.5 6-2-0 a�a -S Dead Load Defl. = 1/16 ii 3x4 = 5x6 = 6-2-0 9-7-4 13-4-0 13-11-1 6-2-0 3-5-4 3-8-12 0-7-10 Plate Offsets (X Y)-- [3.0-1-12 0-2-0] [7.0-2-4 0-3-0] LOADING(psf) SPACING- 2-0-0. CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.08 9-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.15 9-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7 = 1153/0-7-4 (min.0-1-8) 2 = 983/0-8-0 (min.0-1-8) Max Horz 2 = 169(LC 20) Max Uplift 7 = -588(LC 5) 2 = -537(LC 4) Max Grav 7 = 1153(LC 1) 2 = 983(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1834/865, 3-15=-1343/679, 15-16=-1343/679, 4-16=-1343/679, 4-17=-1343/679, 5-17=-1343/679, 7-11=-987/570, 5-11=-987/570 BOT CHORD 2-18=-799/1396, 2-19=-863/1677, 9-19=-863/1677, 9-20=-867/1703, 20-21=-867/1703, 21-22=-867/1703, 8-22=-867/1703 WEBS 3-9=-66/439,3-8=-422/264, 4-8=-430/350, 5-8=-767/1497 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=588, 2=537. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 84 lb up at 6-2-0, 88 lb down and 99 lb up at 7-0-12, 88 lb down and 99 lb up at 9-0-12, and 88 lb down and 99 lb up at 11-0-12, and 90 lb down and 100 lb up at 13-2-4 on top chord, and 236 lb down and 115 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, and 55 lb down at 11-0-12, and 56 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 7-12=-20, 6-7=-70 Concentrated Loads (lb) Vert: 3=-53(F) 7=41(F) 9=-236(F) 5=-90(F) 15=-88(F) 16=-88(F) 17=-88(F) 20=-38(F) 22=-38(F) 23=-38(F) Warning. Plemu lfimoagM1lyaviewthe'A.I ROOF iRUSSFSrSFnFR'j. 691E11I TFRYS6(OXDITIOXS NSTOYFA('BUTFR?A[KNOWIFOGFYTNrform. verily desilpsion elersoed read rare, on Ibis irms0esign Omwmg(IDOj and the Moral Ymtiner,PERefereata Sheet before use. Unless otherwise Ooted.01sa IDD,only MANUEL MARTINEZ, P.E. ACT06 ...east plates shall be used for the TOO to be valid. As o Tmss Design Fngiazer C.e., Speuolry Engineer),the,orlon utry10D represents on oettplonrc of the proles,ionol engineering rtspom3ility for the design of the single Tmss depitled an the TOO only, under IPid. the deign assumpfions, boding mnditloas, A'rviiabiGry and use of this has, far any Building is the responsibility of the Note, the Owner's oathomed agent a, the Building Designer, in the tametd of the lK, the lB(, the lased building rode and lPbl. The approeal of the TOO and any Deld use of the Truss, iaduding handling. stomp, insfollotionond biasing, hall be the #047182 ,espansibibryaltheBuiidiagDesignmond(onbadoeAll ad,%et,olhothe 100adthe prousondguidelines ofThe Building (corporeal Solely in(mmarion(SCSI) published byTPloadSB(Aoretefineroadfargeneralguldome.TPl.ldefirvtheresposibidilksanddutiesoftheTrussDesigner,HunDesignlogineeand 10019(horlton(ir. Tars, Yonukdmer, unless otherwise defined by a (ambers agreed upon in writing by oU pmtles involved. The truss Design Engineer Is NOT the Building Designer a, Truss System (ngbeer for any building. All (apitalired fetus oar as defined in TPI-I. Copyright @ 2015 A4 Roof Trusses- Manuel Marriov, P.S. Reprodutlion of this dommesri, in any farm, is prohibited with written permission ham A-1 Pool Trusses -Manuel Morrisroe, H. Orlando, FL 31832 Job Truss Truss Type- Qty Ply . Std Pac/6511 EL B A0562100 61684 D 12 Monopitch 4 1 Job Reference (optional) 41 Al ROOF I RUSSES, FOR PIERCE, FL 34946, designgaltruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:20 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-dRa7jVPphtbHmFB 1 sG6h5zQAOpjtEOXERnj IncyoKs 1 4-0 4-7-8 9-10-10 9-11-6 111-0 4-7-8 5-3-3 0- -12 fiII&I 3x4 11 3x4 = 1.5x4 11 5x6 =, 4-7-8 4-7-8 9-10-10 5-3-3 9- 1-6 0- -12 Plate Offsets (X,Y)-- [4:0-2-0,0-1-01,[6:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 6-7 >828 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.15 6-7 >780 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 48 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 549/0-8-0 (min. 0-1-8) 6 = 352/Mechanical 4 = 80/Mechanical Max Horz 2 = 247(LC 6) Max Uplift 2 = -502(LC 6) 6 = -369(LC 6) 4 = -102(LC 8) Max Grav 2 = 549(LC 1) 6 = 416(LC 16) 4 = 80(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-821/1696 BOT CHORD 2-13=-1600/705, 2-14=-1901/749, 7-14=-1901/749, 7-15=-1901/749, 6-15=-1 901/749 WEBS 3-7=-573/296, 3-6=-786/1993 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=502, 6=369, 4=102. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity modefwas used in the analysis and design of this truss. LOAD CASE(S) Standard Morning"ple—lhorougblyrerievthe`A-I loci TRUSSIS(111IFp"I.DFNERAITERMS BCDXOIIIDXSfUfi0M1RrBUYFR?A(RNOWtFD6FBENr Iorm. yer0y design pomm,eaand read Doleson this buss Designo—ieg(IDO)andthe Manuel Martin, 1Peferena Sheer Belme use. unlessalhervise slatedon Ibe TDD, only �M1TeR.no-t., plates shall 6 need for the Too to berolid. As o Tress Design Fngi-,(u, Spedalty(nginenOle cool onuoyTOO represents on mmpmnre of the pmfnsianal engineering esponsibility far the design of the singleLuss depicted on the TDD only, under INN. the design anurepli-, trading ccunifioat, MANUEL MAREINEZ, P.E. suitability and use of Min Russ fee Day Building is the mpoosibilitjof [be Dow, the O,neri outhorised egenf or the Building Designer, In th mldeMot the 1K, the 18(,Ihe Intel building mdn and TPhl. The opin-Iof the IDD and onyfield um of the Truss, including handling. slmage, intollelion end bmdog, shell be the #047182 resportsibiliPy abbeBunding DesignerondConnaeor. All notes set out in the TDD and the praslitts and geidefines of the Building Componeel Safety InletmatimIBM) pubroInd by TPl urd WA um ef.—dfor general guid.nm.IPI-I Mine, the responsibiRNes and duties of themn Design,, dun Design Engineer end 10019(horlionfir. Imss Manufaamer.unless otherwise defined by u (ommrt ogreed upon in writing by.[] ponies iumlmd. Ike buss Nuge Engineer Is NOT the Building Designer or Russ System Fngimrfm any building. AD (op0alned roots me asdefined in IPI-I. Copyright ©2015 A-1 Rool Trusses • Monael Martinet, P.[. Reproduction of this domment, in nny Iorm, is prohibited with written permission Rom A -I Roof Tsusees • Monuei Mortiner, P.T. Orinndo, FL 32832 lob Tnyss Truss Type Qty Ply Std Pac/6511 EL B A0562101 '61684 D13 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com stun: 1.bZU s Apr 3u zulb Prim: 7.620 s Apr 30 GU Io ivll I eK Irtuuberteb, mu. 1 nu MUy 1J UO-1e LU r0 Vey I D:W?quLcr?Re?LfzLe98RjH4yHM91-dRa7jVPphtbHmFB 1 sG6h5zQA8plbESLERnjlncyoKs -1-4-0 4-8-0 9-0-0 10-1-0 1-4-0 4-8-0 4-4-0 1-1-0 5x6 = 1.5x4 11 1G 3x4 = 5x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.15 6-7 >779 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.16 6-7 >734 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 52 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-8 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 429/Mechanical 2 = 559/0-8-0 (min.0-1-8) Max Horz 2 = 227(LC 6) Max Uplift 6 = -431(LC 6) 2 = -518(LC 6) Max Grav 6 = 439(LC 19) 2 = 559(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-809/1731, 3-4=-829/1920 BOT CHORD 2-12=-1700/740, 2-13=-1886/732, 7-13=-1886/732 WEBS 3-7=-330/557, 4-6=-366/820, 4-7=-2008/762 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 6=431, 2=518. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmoing-Please thmocohlr..1.0 the 14 turn li11ASIS( uar), SINTpAtam I C0NDFIDIS(OSIOk(P(' ifilt(I50'ASF35FNIII,fiem.Mi(y design pemmelettendmed netn oo thisltan INN. OraaigODD, ed Ise N—)ilm4neyPi. atferemsl,'lWs. ... unlns dm'ite9ad on the SDD' eJy MANUEL MARTINEI, P.E. Wild mnoetlot places s'..0 be med ter the TOO to bemfid Ata Lass 110-p fblilm,it, Spatiahy 6n-"Uh !be seat a any 100 api'm eempmnm 9the pmfiwimelengineering tnpuosibilivoe;s, design at the sig1tUm depithd ao tiedDD idly, der 1PMi. The design o-p`ans,1.4 lg radifims, J\suildsity ood me of Oa Lets to teay PriseDis the tstpenlbltey&40-1, the Ovnel'sa6"ieed egojw$be Duild;egDesigner; in the mntal of the K.the W,the lnai huild{ng t:da WRI.l. tie opproeaL^?the IDOa-dany&eAmecl the Gent, iadudeg hand ng, simage, (nsmltmiue and 6.liag, sbalibe the #047182 mtpoptihiiihy of the lrlding Ots;Seete^7Cm;1edk, AD aetn terail,,15,31)and the sroeites ce4 ti'644aes of the€adding Component Solely We —tin O(SQ published by API uhWAere t4h,w(dlu gerrom!gwdnrte. IPMI dx$rzt�orespecsib�C,m4 and ducat al Fhe Lms De!igoer, I:ass Defgp rngineer and hms konufnttmeg ud!ttatE!srne deheedbya f wo epoda;ne i.wbing V 11p.6.69"d.Tee I'mWgn rquvh 110l the tuildiog 0!signer ar LnS system fagietu for of rsq. All Cep0eDud In.; re as 6e;:ed ie RG). 10019 (horllan Cir. Cappight i)2015 A-Looi Lats-A!aauel Fimfinet, Pi. Ceptodudion d lMl s dwum!-t,'W any farm, it ptahibiled rtth.ri':hn petmissino from A -I Paot truss-Honuel Rlathnat,P.F. I Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 D14 Half Hip 1 1 A0562102 Job Reference (optional) At Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:21 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-5d8VwgQRSAj8NPmEP—dwdAyMID3bzvyOfRTrK2yoKs -1-4-0 7-0-0 10-1-0 1-4-0 7-0-0 3-1-0 5x6 1.5x4 11 Dead Load Defl. = 1116 it 3x4 = V^ 7-M 10-1-0 7-0-0 3-1-0 Plate Offsets (X,Y)— [3:0-1-4,0-2-01, [5:0-3-010-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.23 6-10 >520 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.20 6-10 >603 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight: 46 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 584/0-8-0 (min.0-1-8) 5 = 404/Mechanical Max Horz 2 = 186(LC 6) Max Uplift 2 = -555(LC 6) 5 = -394(LC 6) Max Grav 2 = 584(LC 1) 5 = 425(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1213/3101 BOT CHORD 2-11=-3301/1247, 2-12=-966/376, 6-12=-966/376, 6-13=-1006/396, 5-13=-1006/396 WEBS 3-6=-660/322, 3-5=-509/1293 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=555, 5=394. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 57maing Meow Ihomag5ly rar er ihe'Ad ROOF 113BEStM11r F MINA(rEROS E C05DIlDN$(DSiCA4FR('PDYERIA(RND'MCD'alMEXi' form. Vtoly design pmamdmt and mod oozes on tAis Lass Design De.r1et0D01.6 the Maud morlim, PF.RAmetae Sheet befine nse. Wless od:e[xi¢ stated on the EDD, ealy X EfeYm as,plef—hogbemedle,theTDDtohenalidAsaTnssDesignfogmter2e.,;psriahyFagsem);EAasmiacerryi00repfesrataeaarplanrodtheprolessianolengineeringtespaosibibtyim edesiga.1thessghal'u"dep,ddaathe1VDonly.cederiPn.Redesfgoafne�,`oasa.c5ngrnditionc MANUELMARTINEZ,P.E. oitobiGlyaed usedlire Truss tot aay6Iiogis the agomib-,g61,eowni,.A OyneAn"herimd agent of ne Roilcaggesigner; to the mnlesl of the lPL the lR(, the lmol bonding We Cod lttd.be oppral-itht FDDa;:donpi:ed use ce the%1st,ialud:e3haod'ong, slmogq ioslo&fian and brui% shtitbethe #047182spoor igrypf the adding Ceti;'.e�t-dC.atrYae. AD oatsmlea ie Me TDD and the afodimt era qW.,fhots of the F�Aiho;(omptnmd$alest le6rmmienf0($I) pubrnbed by TM nod$R(A ere tdtmared toe genet)guidance. EPH d4ats`e respeeubas and dens-1 tie"m Deottoer,lmss Des'ga Eogi-I andrrmsgaoatonurer, onkss otbmvse definxdbpaGnmad og!e<d span in *s;5eg byoL pnuin toedved 1 lAet DVigo Fe". is NOT the ruDdieg DesigxruinntSyslem fngioeerfor aaybuildag.ADCapimiiadteecs nee os Et`'ed to fPf.E. 10819 CIIOFIt011 Cif. (opyrighr'�1D15 A-i RoolLussas-fnanue{iAmfinet,P.f. Reprododion of lFis deassne;a,in oDyfm^,4p oh.&led Wish wine, permission fro. A -I Ro.]Trusses-Menud Meoinet, P.E. I Orlando, FL 32832 r Job Truss Truss Type I Qty Ply Std Pac/6511 EL B A0562103 61684 D15 Half Hip Girder 1 1 r Job Reference (optional) Al ROOF TRUSSES, FORE I'IERUL, FL 34y4b, 0eslgn(ma1Iruss.com Kun: t.nzu s Apr 3u zu to t-rinu i mzu s mpr 3u LU 1 U IVII 1 UK 111UUbLJjUb, II1U. I sIU l Uy I3 UO-1.4 1 <U 10 r Yy I D: W?qu Lcr?Re? LfzLe98RjH4yHM91-5d8VwgQRSAjBN PmEP_dwdAyLKD4azuCOfRTrK2yoKs -11 4-0 5-0-0 10-1-0 1 4-0 5-0-0 5-1-0 3x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.08 5-6 >999 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.12 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 5 n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc puriins, except end verticals. BOT CHORD Rigid (veiling directly applied or 6-4-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 701/0-8-0 (min. 0-1-8) 5 = 684/Mechanical Max Horz 2 = 145(LC 4) Max Uplift 2 = -618(LC 4) 5 = -515(LC 4) Max Grav 2 = 701(LC 1) 5 = 684(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1114/813 BOT CHORD 2-13=-818/874, 2-14=-804/1004, 6-14=-804/1004, 6-15=-818/1023, 15-16=-818/1023, 16-17=-818/1023, 5-17=-818/1023 WEBS 3-6=-166/338, 3-5=-1082/866 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; 4201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=618, 5=515. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 170 lb up at 5-0-0, and 60 lb down and 75 lb up at. 7-0-12, and 56 lb down and 68 lb up at 9-0-12 on top chord, and 97 lb down and 63 lb up at 5-0-0, and 42 lb down and 0 lb up at 7-0-12, and 46 lb down and 22 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 6=-72(F) 3=-130(F) 11=-60(F) 12=-56(F) 15=-32(F) 17=-46(F) oga Uen. = u 10 11 10-1-0 L/d PLATES GRIP 360 MT20 244/190 240 n/a Weight: 46 lb FT = 0% Wolomg PfeesethorDDghle Ie>rtw Ihe'A1ROG!r15SSRS(i1URyGtX1fA1 TERMS IT Yesifp dni9n pnlomelels andseed notes orlMshuts OtsignC ariq;ODDjend thedlne�ANmmlat4pE ieisrec eShrel be!ere use, Unletss;hr..ie: s;: rd on the iDO,e y Nirek«nardot plunddk.sel far the lDDlahe-mbd AsDlmsitt 1'.I.aD"ID0mpresmtton Dt"Puntt D!tbe prDlesuareleagineetingte5paetibiUly tw thadnlp DRMANUEI MARTINEZ, P.E. E �suitability and useonhis Ism I., Day Be*q is thuesyaos3i!:;re}tls Grow;:^-e Mersaulhatized egatl.11:BaildngDesigner;It!hetomett of the lR(. At lgC she Total building tD&Dad TPl•I.Neppmold$be TDD adDay ii:dotal iht itess,.,dt:Seg baW%stmog:, inula8afite and hisri% 6,4 be the #O47182 ! 1 responsibility 0 AD Fadine Omtlgtr and (D tr; All piles set ale the TO and the peottiol red guidelines Dl$aRtIfiiag(ampantnl Safety lnlesatdDn lB[$Q publishoJ by TPl and 5B[A erelelatated[a, v-,tl gui nce, TPhl dtlinn^s Ripot011ies epd3u'.,otre'russ Deiipl Tlm Oerl'. Rng'mstr and Imeift. amuse,, unless asherrise defiesaby D Others Dglted ap u,It narg by DR.padi., intaleti N Do, Otsign rugi.s.1 it gOnhe BulKI,9 (Inip't or truss System Fpgineel For egbeild ag AlI Opis ud rem,; are euf.=.:d io TEST, 1 OO19 CilOrNOq CIR. Cepysight521115 A-1 PoaITlutses-Alanuel kmtinn.Pi. Repus u rtua DS this doa eserd; is p any form, is .1,14dwith wnliv,, paslnissiDe h . Ad Rao[ Tiums-Idunuel Medrnet,P.E. Orlando, ft 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 D16 Jack -Partial 1 1 A0562104 Job Reference (optional) 11 Al ROOF TRUSSES, FOR t PIERCE, FL 34946, deslgn(oDa1 truss.com Run: 1.b2U s Apr 30 2015 Print: 1.62U s Apr 30 2015 Mil ek Industries, Inc. T hu Aug 13 08:07:21 2015 Page ID: W?qu Lcr?Re? LfzLe98RjH4yHM91-5d8VwgQRSAj8NPmEP_dwdAyQsD66zywOfRTrK2yoKs -1-4-0 3-9-7 8-1-0 1-4-0 3-9-7 4-3-9 1.5 2x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.08 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 467/0-8-0 (min. 0-1-8) 5 = 341/Mechanical Max Horz 2 = 205(LC 6) Max Uplift 2 = -258(LC 6) 5 = -187(LC 8) Max Grav 2 = 467(LC 1) 5 = 390(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-648/545 BOT CHORD 2-11=-540/552, 2-12=-758/602, 6-12=-758/602, 6-13=-758/602, 5-13=-758/602 WEBS 3-5=-631/794, 3-6=0/270 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=258, 5=187. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmoiag•Pfeasethormghlyte.i{rthe;.l ROOF TIMISrALM1,CUMA1. Has e(GSgIiI91SNS10M!R('2J(Ei`JD:[kgNLrJ6LL4q'ipim. Yrtify deign peiamelneandimd aotet on ilitltnssC{ri3a CroriegQggja^.d the Xac_dNmlineq PEBe!{rer:e Shetl be!mense. Wa%t imi., ed on 140 O:Jy N+'Tek tpnnr0or pWa boil be used}., thrIDOle he mid AtoIns Oesiga Fngloter(Le,Spnialty EagaterA ib sralaaaaylOD represeidt onaurpronm o!tM1eprolmtionpl aigipeering rcspamibi6ly!o+fhedaign or;he5nglt A.xsdepi0ed4raEc700 Only,cadesiP4l, The drsign asmrpl ns,lpading taadifions, MANUEL MARTINEZ, P.E. soimbililyand useal this NuWay C016156 the msponsibi?!y of d.40vne1,tbtoanet's eutf,Mnd ogww the Ruilelsti igner; Ee the witai of the W.the K, the laml bui!diog ode and IN.the nppnalof she TO cad pep N14Ole tithe outs,ledudeg hoping, Matti, ins1a116a and bracing, shall be the #047182 retp4ptifnlity oi!het: Wiag Oeiiy{f{'d COv3seSar,,ill aafeteelaifa(he!CC otd the srad'aet-dgu;ddipts of be RaiNieg(amgnem sofery lnMmatirnjR(51)puhlisbed bylPl ondsg(A are Mnenledlorgener guidaxe. 1P61 deCiaes Yetetpoesik'}lilts and:a7s 01 i4eim7f Ct6gaeG1'Oss7t9grt Engince[and I001 � 0(10 �1 I'm monfietotee,u0n,otkenise dermedby0(40.0 agned.Pa.la scrag bya0 p its inralved,r.•.e Tion Ceage Foginees is Miir the Cuibliq esigm rr Trust sysltm Fng(aeer to aq ild€ag. AN rop.rand stint ate nsde`ccd lama. 9 h I q r. (.pright 5 2015A4 ioof Trusses • Maauel Mmtinee,P.F. Rep iltalon of Ibis daw4s'l, in any losm, Is pohibited wit~ wiltea permission Isom A4 Rool ttums • Manuel Mmnner, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std-Pac/6511 EL B A0562105 61684 D 17 Jack -Partial 3 1 Job Reference o tionai)-- Al ROOF TRUSSES, FORT PIERCE, FL 3494b, des!gnCoDa1truss.com Run: f.bZU s Apr 3u Lul b b'nnr: /.b2U 5 Apr 3u zwo mi I eK mouslnes, inc. I nu Aug w UC:u/:LL Lulb rage I D: W?qu Lcr?Re? LfzLe98RjH4yHM91-Zpit8AR3DUr??ZLQzh89AOVZadS LiKGXu5CPsUyoKs 3-9-7 8-1-0 1� 3-9-7 4-3-9 1.5x4 II 3x4 = 3-9-7 3-9-7 8-1-0 4-3-9 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.08 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 46710-8-0 (min.0-1-8) 5 = 341/Mechanical Max Horz 2 = 205(LC 6) Max Uplift 2 = -433(LC 6) 5 = -347(LC 6) Max Grav 2 = 467(LC 1) 5 = 390(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-648/1375 BOT CHORD 2-1 1=-1223/552, 2-12=-1544/602, 6-12=-1544/602, 6-13=-1544/602, 5-13=-1544/602 WEBS 3-5=-631/1617, 3-6=-457/270 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=433, 5=347. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard wtoolo •plrmthomghy min!he*A.[lOarIM111!(1111RIGNIRLTLRRSeCa:Olno%S(USIC.UTR(i iin`IACCkD'wtfD'aUdfMi'!erm. Yrity designposome!nsand readnotes oo ihit!tan0!siy¢GraringQODI andonthe TOO, 0,4 j 161ek¢aoe0ot gta!es shall b!med lm Me NDfohe valid. Asc Pats Design lagineri e.; Tpedahp[agineesj,!hd sealooaq lDO rep!nenu on arcptonsa ohhe pro!essia 1 ogineering mpe.ibi6tf ioe!4 deign ofthetgleD.,;1godor, t;eTD€mF,:nd.ML Be detign enurp3am, Io¢"ng andi:im MANUEL MARTINEZ, P.E. tuiWq and oseofN't Truss fat oar lvildi¢gis the tetiooIsLyof!he Omer,!,, Draet'swthodled q.so, On loile",-sg Des!gnet; in the tower)0the nC. the lll, the lot¢I building ode and MI. The op=•oxol of the TOD aa9 any F�tam,of the Gas;!ddodiq h.—t.9,o-S, fntfo9atiae end Modag, sbl)he the #047182 ' responsibility of l¢ilding OniVet eed(o mdiF All tiltedso) e;fniho ID¢ndthe pmdims dud 9661inas of the bild!o,(..Pnord Safety lnfe-tion(D(Slj pehtished by IN and SKA o,etefeented in,gwml, goidvk Tphl da!iom^empenOTMos nod:o�sofk.Ton's Oelgner,T!ossDef'gn Eoginottand I TNSt nnnUlnitetC(,nnl!eSF7:!!k!SLdlI1nl36ya(onhoA ogleed opan invrtidg by aF. 10019 patlisinen!red.NItou4,190 fngiaeds is AN the luilding Detigner a Dots Syo.fegineer lotony hoild`ag. All footoradtetr„s ¢re as4s€!die Tphf. Chorlton Cir, l (apyright©gOISAd F¢ofLotsas-TAanoelMmfina,P.F. 4epsoduriion of lF.isdowmeat,zoiry carp,ispsohihi!edw'dhwrin!Dparmission tram Ad Pool busses-Nonuel tAmnnez,P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 D18 Half Hip 1 1 A0562106 Job Reference (optional) .? t Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aI truss. com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:22 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-Zpit8AR3DU!??ZLQzh89AOVXOdNN iLpXu5CPsUyoKE 1-4-0 7-0-0 8-1-0 1 -0 7-M 110 5x6 = 1.5x4 11 Dead Load Defl. = 1/16 it 3x6 11 3x4 = 5x6 = 7-0-0 7-0-0 1 1 0 Plate Offsets (X,Y)— [3:0-.1-4,0-2-01, [5:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.74 Vert(LL) 0.21 6-10 >447 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.18 6-10 >540 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 504/0-8-0 (min.0-1-8) 5 = 304/Mechanical Max Horz 2 = 186(LC 6) Max Uplift 2 = -475(LC 6) 5 = -304(LC 6) Max Grav 2 = 504(LC 1) 5 = 370(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1109/2934 BOT CHORD 2-11=-3176/1154, 2-12=-437/180, 6-12=-437/180, 6-13=-499/211, 5-13=-499/211 WEBS 3-6=-1015/492, 3-5=-572/1357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=475, 5=304. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Winning Plemelhno.ahh rtrit.theI'l FoariBblTS('SkI1Fi t5EkTF1ltTEA1S A(o.4hnloismlai RrES,(FnA"[NOWIf.•+r!a(9l'!orm. Yetuy design pmame!en ondread noes on PJtLossgergn gmriog(IObje^d!htNosetlymrieeL PF.Beferen:eShetl be?me ou. !loltts c7terd sl ed on the fDD, a:ly Ni(ek rcnnMm lafes sball be es:d fin Me IDDto be rolid Asa Less aesige tn' eee u,5 o fan'sea. ne eol cee togm —Men o¢e ne o!Ihe roleuionolen inenin res onsibili for'`e deli cal f~e sr leTrude ed an tht iGEtn g , .p- b E , c MANUEL MARTINEI P.E. F 9m f �i hY h m P Pro P 9 9 F b 4 9 pM ty,eadnlPl-I, Rcdrsi n-sser• ::an Item radmons. r smhhihff,ad ne dthisr!oss lorneygclidieli4 the mspomtbi!tfefthe ovnn,!be om(s euthnited a gem er eke Fending unigee,!1 the eonhel of the 19C?he[BE, the lanl boi!dhg Bade and IN. The oppmmleithe@➢eed any§e?dose al the Liu,?e<Isdcg hoA<"mg, tlomtq immltaTinc and Web% thAlhe the #047182 imp 0bdiry d the Ecildiny 6eoouecd(tshe<cP. All netnktoaiefe?oo and The prottimeh1 piftan ofthe i'Aldigftmpsnem S-fe!y Inf—finIBM' published by TPs ond$B(A am retnexedfe,penel guide=(t, TPN 4sfig. the rtspoitiWdes and Uin el$t? it geug-jur.,onip Engineer and i TrauYtoefunorer,emesseRenise define_bya(snnan oereedcpeo ia.ieleg by tPpmdn ineohed the boss GaigofmFan uAfit the Eudding WAgxrertrost System hgioeer fn aeyboddag. All fepitoli;ed terns memie_sdGryN, 10019 Chor: (apyright@lglSA-1 iool Trustes-h',aneel%e9eet,Pt lepsodaGion o!lhis dntumti; oem tin^., it psohihi!edxit~rrittt pasmissionfeom A -I gao!Tsossas-Nonoel!dmrinet,P.(. Orlando, E132832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562107 61684 D19 Half Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 3494b, oeslgn(aaltruss.com htun: y.bZU s Apr su to i o Phnc e.ozu s rtpr ou 2e l0 twI t etc !nuuhu!Ub, nu:. t nu r.uy t o uo. .co cU ray. I D:W?quLcr?Re?LfzLe98Rj H4yHM91-1 OFFLW RizozsdjwcXPfOjb2nbOoORs5g7lyyOxyoKs -1-4-0 5-0-0 8-1-0 1-4-0 5-0-0 3-1-0 1.5 2x4 = Plate Offsets (X Y)— 13'0-1-4 0-1-12] [5.0-3-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.05 6-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.07 6-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 37 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 561/0-8-0 (min.0-1-8) 5 = 530/Mechanical Max Horz 2 = 145(LC 4) Max Uplift 2 = -535(LC 4) 5 = -509(LC 4) Max Grav 2 = 561(LC 1) 5 = 530(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-706/601 BOT CHORD 2-12=-707/763, 2-13=-571/591, 6-13=-571/591, 6-14=-589/607, 14-15=-589/607, 5-15=-589/607 WEBS 3-6=-211/286, 3-5=-701/681 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=535, 5=509. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb down and 176 lb up at 5-0-0, and 57 lb down and 81 lb up at 7-0-12 on top chord, and 97 lb down and 152 lb up at 5-0-0, and 43 lb down and 79 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 6=-69(B) 3=-127(B) 11 =-57(B) 15=-29(B) %Ymaiag.Plemtt thmmaghhrere,Ihe'A-i ROOFIR7ss[S("1LlElj,SE§fP!(IIP4SQRutty designpmameinsand read eoles oe ibisirast peuga Nnigpoltleml the Noed Xartmee,PlAd"we shed We,. me. Unlea ofhetaim stadaniM1e mD, eafP MANUEL MARTINET, P.E. 1 NiyeR¢aatdm ptalettimll beas:d(ae the NDto bt valid. As; Ins, 061, Iagimeefa, spmhiho'I taj:.t.".Ioemay IUD rtle-ets asatep—a; the pwfessimna4eaginetting'mPoibibly for the designel!ha cmgttt!cssdepided as r"To aaly, cader1P41, he dnigamsurp"ans,lr.5ng traditions, i �tuilmbbry aad mw ey tRst Less for rap Re'ffignihe retpoes3iL:pdrh:Oreet,:.t OxaePs cu!horittd agtn!o!!F.: Ruiliiag gesigne;; wl6e toetest of the lR(.thdRC!ht Taal bod9agew+a and 1P41. 1ha appr.&0 the Tall nd aspSeA of of the I,.-. aled¢g hau:ng, itmog:, intlaRmico oast bmtiag, sfaftbe the #047182 respia:AiOtydrhe Ealldiig Oesigaa!e3lCoche,^:x,dll We$ est e.7 i7 theMo mid she p44t14.1 -4 gaideLrtas al the gadding;ompnnem solety 10ktm0.4(10; published by IN andsWart!deremed for gtAte:Ipieantt, tPhl d:!i_^es tterespe v€tnkt oad:aFes of Me trv!s Qaignu,i!Utt Pts!ga Fngineerand 18019 Choriton Cir, FNIf A!amUladU!te, mdess nhnvse dthneedy a (aWad mgtecd upanin craegby ili pmfin invmlvtd 1b.Imts O 114 Fafmeu is OOI!he Ruiidig Oefgur ar Nis system hgiemf to, nybuilf;ag. All (mpitafiad!mrs are as ixfzd is RLs. [mpniyhrtCy7015 A�1 QoaRrutses•Ilaieel Fdmtineya P.E. Qeptodadimn o}Iksdmur7, in mnv lc!^,ls prohibiledxiR, vrittei permisiimnlrom d•1 QomlTmstes-NanaelMmRnat,P.F. OFIOOd0, FL 32832 Job -Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 EG5 Jack -Open Girder 1 1 A0562108 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:23 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-10FFLWRizozsdjwcXPfOjb2mw0i_RwMg7lyyOxyoKs 4-11-4 4-11-4 4.00 52 6x6 :::� 4x4 = I-Q,-12 4-11-4 b=12 4-114 Dead Load Defi. = 1/16 it Plate Offsets (X,Y)— 14:0-1-4,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.50 Vert(LL) -0.06 3-4 >872 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.14 3-4 >413 240 BCLL 0.0 * Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 29 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 651/0-8-0 (min.0-1-8) 3 = 544/Mechanical Max Horz 4 = 95(LC 5) Max Uplift 4 = -279(LC 4) 3 = -280(LC 6) Max Grav 4 = 776(LC 16) 3 = 671(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 4=279, 3=280. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 408 Ib down and 184 lb up at 1-3-8, and 408 lb down and 184 lb up at 3-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (lb) Vert: 5=-391(B) 7=-391(B) Y7maing•Pleose 16ora±galyreriav the14 ROD! IrgSSrSrAtEi1,61iff4iTINSSIam. YerUr design pmamdns and ieadnorrs oa lhisLast DesigoC oeingQDOjand theHoe-:dtlaamrp Pf, ¢etrreaa fhsrl beiare ese, Unlrssa rrisr v: rd on the TOD,.* � �Wait nrumr pleias shall 6easd for the TOD to heeal!d.4sc➢:a Dniga ingtnem fie.; bgaiohp tog need iharal aeany tDOrepmsems oo ottepmmemlhe pralessionol engineermgrn""IbditytorII, deaiga uk6e s'.SftW,s 'rpided a- re" Iit oal, oder7nb1.T6edeeige cssur:P"o.,jeating-dfims, MANUEL MARTINEZ, P.E. suimbiUtynoduseaflFsTrnafor Get, 6ai!dingisthe Ovner,rtaOaner'saulhoritedagmimthe BuDdagDnigne,tnthe tanlertolthe INC the lrC, the laid buDdiogecdeandFILL The apparotaStheTDDa-danyne�ns¢ettheG:Est,r±tlafiaghaad,ag,sloraga,iosmUmineandbrating,shaU6elhe #OA1182 mir" 6iity 0464¢eldiag D.r aef cgd(w1r.G:r. All Oatet uloe: is titTDO and thl PraOHei c;dg.tidegpet of Me Failding rompanem Sa}eN lldcrmedeDW4!J Pu6fjshed by r7i ondSB6A Ore ftleteared mrgeaeru guidr::ro.iP1.l debses wetapocsihi&t'sf mdzfuol nelra7s De:igan, i:ass Oes:eo tngiaeer an! ' irosskanolewwr, unless eff:±r.'se dermed pyafantran ogreed upon in erticg 6yaUpmlies iarnEred. The Iran Design re3i-ir4 it NOT the ¢uiltingW iteerer Truss System fngim for airy 646,9. All 000a,d rmr::; an nil,".-M ja lffL � 1OO19 Chorlton Or. 1 (oppig6l(G'7O15A-1¢eaf Lusaes-Idaauelldmtinet,Pl. Pepodudian of l6iadownkaysony ty^, itpo"ibitedwil6 rtitr±n peimjssionitom A -I Pool Trusses-Monoelamtret, P.E. 0 Orlando, FL 32832 Job Truss Truss Type OtY Ply Std Pac/6511 EL B AO5621O9 61684 EG7 Jack -Open Girder 1 1 e Job Reference (optional) Al ROOF TRUSSES, FUK I F'ILKGt, t-L,14tl4b, aes!gnraa i Lruss.com mun. e.o<u a r P. —P. ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-10FFLW RizozsdjwcXPfOjb2p50piRkeg7lyyOxyoKs 2-11-11 6-2-0 2-11-11 3-2-5 1.5x4 II 2-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CST. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* Wl: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 2128/0-8-0 (min.0-1-12) 4 = 1838/Mechanical Max Harz 6 = 113(LC 5) Max Uplift 6 = -922(LC 4) 4 = -837(LC 6) Max Grav 6 = 2128(LC 1) 4 = 1838(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1244/539, 1-2=-2179/910 BOT CHORD 5-9=-955/2047, 9-10=-955/2047, 4-10=-955/2047 WEBS 2-4=-2284/1065,2-5=-617/1525, 1-5=-866/2101 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=922, 4=837. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1150 lb down and 521 lb up at 0-10-12, and 1150 lb down and 507 lb up at 2-10-12, and 1150 lb down and 491 lb up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (Ib) Vert: 5=-1150(F) 7=-1150(F)10=-1150(F) Wmginq•heaso lharocgUpttrer ihe'A-1 QDCr7QU55E5t'°SrIIEQ"}YrA7Y:lifQH58CCtD@095{USiDMrY('?,'lrr'}arCS7'A[@$FtaEXi'!oen. VnTy designpmamdetsondread �olts¢niF.islro5t 0esigo C+owingQODjc^d lheNoc;9Nortioet,Qi. Yttencre fhtrl behteusa ullmothmite'-dvibe@D, e;h MANUEL MARTINET, P.E. j Ni(eY raonenm pbitutuDbe astd fm the @D Io be valid As n T:on Dn'r,a Fngmen.e,5pedaAp Eoentett the seal oe oq i60 reptunb oq arep9nrt o! the prolessianokogine¢ing mpmtibibry for:'he detigo 01!:":e rngfclrmsdepi0edea t;e iCD anFj, aderlp4l. @t de49q auerp`mns,loo: ng radiDons, I 1 soi!eh!g!y and use of Ibis Gassforoay 9t0,6o96the retpogs!be:q tide Noel, !.,Onmrsoatharieed egmteethe NldgDedgnm; to the tooket of the TICIT,tic, the 1.016uddieg cedeWp!-I. The The To daey!,A we oflhe TwL-,du&36ca;ia:g,tlatoe:, iostogo(mq ood brdng, doll be the #047182 efponstdlry o!@SQ=!d gDtRgger egd(oh::?:6 An octet setv3116,TDDaed the.,00e acd piftrm, lithe Nwi og(a Rwl5ofetyfnlempfieq(1131)pu511shed by TPl and KA at rdelfted l:t genet^,) qui4u., iP•I deuef Srzspo.^.p:7tae 49d Eo;esol hti ms Dmigan, r'us On'gginginar and 10019 (horlton (ir. Trust kagnlrtnuree, uolecs cVense deboed hpn (onnotl ogleednpan in �tirieg by aY patio lmeWed. rttTmu Ctvgn Fgioeer it DDl the Quildiag Designer at Truss System fngineer lot anybuil&ag. {II (apiPolced tmcs ara csEe`.=.ed fg lP41. Orlondit, FL 32832 1 (a9pright02015 Ad QaofLostes•Manuel7dmtinte,P.E. Pepodudion ofIF*-sdetoment,!comF:^,iPohibi!edwit`wrine-1 Peunfssiomfrorn A•f Qwl Lusses NonuelMmtinet, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL B- 61684 FG1 FLOOR 1 3 A0562110 Job Reference (optional) A Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015MiTek Industries, Inc. Thu Aug 13 08:07:24 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-VCpeZsSKk55iEtVo56AdFpavaQ51ACigM PhVwNyoKs L 3-5-12 6-9-12 10-1-12 13-5-12 16-11-8 3-5-12 3-4-0 3 4-0 3-4-0 3-5-12 1.5x4 11 7x10 MT20HS= 1.5x4 11 1 4x8 = 302 = Dead Load Defl. = 1/4 if 3x4 II 4 4 W1 W6 B1 6 LA B G i'i id ii I. in 1r. a 17 1A 10 A 7n 5x6 = 4x12 = 3x6 II 3x8 = 3x6 II 3-5-12 6-9-12 10-1-12 13-5-12 16-11-8 3-5-12 3-4-0 3-4-0 3 4-0 3-5-12 7x8 = Plate Offsets (X,Y)— 11:0-3-12,0-2-01, [3:044,Edge1, [7:04-4,0-4-81, [8:0-4-8,0-1-81, [9:0-2-0,0-1-81, [10:0-4-0,0-1-81, [12:0-24,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.27 9-10 >737 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.53 9-10 >373 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 295 lb FT = 0%A LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2, W6: 2x6 SP No2 W2: 2x4 SP M 30, W5: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 598210-9-0 (min.0-1-8) 7 = 9208/0-4-8 (min. 0-1-8) Max Grav 12 = 5982(LC 1) 7 = 9208(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4637/0, 1-2=-11663/0, 2-3=-11663/0,3-4=-20092/0, 4-5=-20092/0, 5-6=-1530/0, 6-7=-350/0 BOT CHORD 12-13=0/953, 13-14=0/953, 11-14=0/953, 11 -1 5=0/1 9245, 10-15=0/19245, 10-1 6=0/1 9030, 9-16=0/19030, 9-17=0/16523, 17-18=0/16523, 18-19=0/16523, 8-19=0/16523, 8-20=0/16523, 20-21=0/16523, 7-21=0/16523 WEBS 1-11 =0/1 1562, 2-11=-285/0, 3-11=-8087/0, 3-10=0/1913, 3-9=0/1146, 4-9=-319/0, 5-9=0/3827, 5-8=0/4325, 5-7=-16134/0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3ie) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 12, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should v rify capacity of bearing surface. 6) "Semi -rigid pitchbreaks ith fixed heels' Member end fixity model was used i� the analysis and design of this truss. 7) Recommend 2x6 strong acks, on edge, spaced at 10-0-0 oc and fastened to ach truss with 3-10d (0.131" X 3") nails. Strong acks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connction device(s) shall be provided sufficient to support concentrated load(s) 953 lb down at 1-5-12, 953 lb dpwn at 2-6-8, 953 lb down at 4-6-8, 953 lb down at 6-6-8, 953 lb down at 8-6-8, 953 lb down at 10-6-8, 9531 lb down at 11-6-8, 953 lb down at 12-11-4, 1175 lb down at 14-8-12, 2639 lb down at 14-11-7, and 1175t lb down at 15-8-4, and 438 lb down at 15-11-12 orb bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-6=-120, 7-12=-10 Standard Concentrated Loads (lb) Vert: 10=-953(B) 13=-953(B) 14=-953(B) 15=-953(B) 16=-953(B) 17=-953(B) 18=-953(B) 19=-953(B) 20=-3814(F=-1175, B=-2639) 21=-1612(F=-1175, B=-438) Wommg- Pleou thomugbly r k,r the'A4 ROOS TRUSSES61161111 TERMS B(ONDITIONSCOSTOMERCBUTallA(RNOWIE)DTMPNT' Was. Verify design p-orew, and mad at,, on Iris Tmss Design OrewingiIDD) and the Maavel Mmtlner, H. 110 a. Sbeel before use. Unless ash, nse dated on the TOO, raly A'!Atit,R s000e to, plates shall be used for the TOO to be solid. Aso7tun Ocilla fngineer(ie. Specialty hgi—ek the ,at an anyT➢D rep nit anmseplonm of the professional engim,ing respoos3iAlyfar the design of the single Luss deyided on lbe NOoaF/, uadn tPf1.11:e desiga osumyfiom, leading sondifioas, MANUEL MARTNEZ, P.E. soAobifdy nad use of IN, Truss is,any 1.1ding is the tspomibRy of the (Inner, the O.neri authorized Seal orthe Buldmg Designer, in the contest al the all, the lBC,the lams bolding rad,oWPI.I. She opleand of the TOO and any tKld use of the Rem,ind4off hoodraj. domge, Wereian a ad leasing, shelf be the #047182 pe,ibiBtyoftheBuOdingDesignerandUmstor,AllnotessetoutintheTOOandthepmdimsandgoide6m0theBuilding(omponentSorelylefnauthnQ(SgpublishedbyTPlandSBCAaremfucamdtartimicllividness.TP6ldebars the respaosiliOlfesand dudesorthe Truss Designer, Tmnresign biliewand 10019(horltonfir. Truss Manutaau er, unless otherwise defined by a (onbod agreed upon in veiling by all prudes in,th ed. The Truss Design fnglnen is NOT the Building Oeilgner or Truss 5ydem ingineer for any boding. All CopOolded W., on. os defined in IPI4. Copyright© 21115 A-1 Roof Trusses - Manuel Malim, P.C. Repleduliun of this derument, in any losm, is prohibited with written permission hem A -I Roof Trusses - Manuel Airliner, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/651 1 EL B A0562111 61684 FG2 GABLE 1 1 Job Reference (optional) Al KUUr- I Kubbta, run r rt CKI.C, rL J4b40, UCbIgI1 d1 ell tebb-II�N; .,., �.., ;., . ,��,.....,�.. ..N.... .... .. ... .... ................. ..... -.,.y ......,.... .-' -- •- -�- ogg ID:W?guLcr?Re?LfzLe98RjH4yHM91-VCpeZsSKk55iEtVo56AdFpauSQ4rADegMPhVwNyoKs r 2-6-0 Y� 1 1� 1� Dead Load Dell. = 3/16 it 3x6 \\ 3x6 FP= 3x3 11 3x6 = 3x3 = 3x3 = 3x3 = 3x6 = 3x3 11 1 2 3 T1 4 5 6 7 8 12 9 10 11-000001 � o IRE 11 pd,000 V 16 15 14 13 1 12 11 3x6 = 3x8 MT20HS FP-- 3x3 = 3x8 = 3x6 3x8 = 2-8-0 4 0-0 6-8-0 9�-0 12-0-0 13� (1 14-8-0 16-0-0 17 4-0 18-5-12 1 4-0 1 4-0 1 4-0 2-8-0 2-8-0 2-8-0 1 4-0 1�-0 1� 0 1 4-0 1-1-12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-10], [2:0-2-8,Edge], [9:0-2-8,Edge], [12:0-3-0,Edge], [12:0-0-0,0-0-7), [16:0-3-8,Edge], [18:0-1-8,0-1-14], [23:0-1-8,0-1-14], [27:0-1-8,0-1-14], [33.0-1-8 0-1-14] [37.0-1-8 0-1-141 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.20 12-13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.40 12-13 >551 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 119 Ib FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17 = 1294/0-5-8 (min. 0-1-8) 11 = 1294/Mechanical Max Grav 17 = 1294(LC 1) 11 = 1294(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3165/0, 3-4=-3165/0, 4-5=-3797/0, 5-6=-3797/0, 6-7=-3168/0, 7-8=-3168/0, 8-9=-3168/0 BOT CHORD 16-17=0/1928, 15-16=0/3797, 14-15=0/3797, 13-14=0/3797, 12-13=0/3770, 11-12=0/1931 WEBS 9-11=-2239/0, 2-17=-2236/0, 9-12=0/1444, 2-16=0/1443, 8-12=-323/0, 3-16=-327/0, 6-12=-702/0, 4-16=-733/0 NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 1-4-0 oc. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-17=-10, 1-10=-132(F=-12) Amaing- Plies, thorovghh carer the 1-1 MCI TIMES (10IIyGINIMTHUS ACGUIiPIgSCUSICIRC-full I1.(57x1ED514EM1- Imm. Ymity design p mlen and-d notes on this buts Dtsign C-igpNl, c:d the N.EM Al hee,YLWent.Shed belen m, Mu c;hrmts;x'tdoo Ifi!rDg, e:Fj Mich snnaMm plates SMI be -a for the EDD to 4,.ehd. As a iron Ntpa lnom,tte, SpesidlyErttaettk the sent ae auy TDomple-ants ooareephte" of the pmlesoml't,o aie9mpunsi6dityfoe;he design d!heSutglelms depided n>e;CC unly, nderr11`14. The design at ,Oes,lm&ll madiionc MANUEL MARTINEZ, P.E. �'suitobility and use u;lir$If"sI"or Bal'digis thentpontWq al ehe 0-1;the O.WS sAodudagml el the WO."ll Desip", in the anted.1 the 12C, the IDC thddoi bNHitl; We and Ml. The opprudli the MD nd eey &:!d nst ai the rms,ird.cCghedq,dean-- imhtllafiae and bracing, stab be the #047182 sespetsshtp d The¢'iEq DespoEd(onhader, All We$alW,ialhe TCD and the nodites etel pid60eso116e raUM, C..f tent foiety 111-110n (BCSI}published by IN oed SECA ore tdnenmd IIIvesel gddoge,I&I deh.sthnmpoesifieiopda`n0t?t Frou Oedg-J.'un DeIlpInieeer and 10019 (hoClton (ir. Trun NanuloMurer,uniln dAeerse diked bya Unnad agtetd uCrn in-eltiq by oG pafies insolred T e Tmst &ngn Eeg_eel is Not the Building @signtr er Troa fjslem foginen Por airy buil� ng. All Cepifahmd te!m; ore at dea!din T➢41, (appight�1015 p-S PaotTrusses-A!anutllAmtinet P.F. Qeptoductinn oClF.isdaumeal, in eny hm:,itpohibi!ed withrriltea permission frump -I gooETeusses•Nonutl Mudinet,P.E._ 1 Orlando, F132832 k Job Truss Truss Type Oty Ply Std Pac/6511 EL B 61684 FG3 GABLE 1 2 A0562112 Job Reference (optional) � Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:25 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-zONOmCTyVPDZsO4?eghsoO71 WgPNvcUza3R3TpyoKs 3-1-5 6-0-14 9- 6 11-11-15 15-1-4 3-1-5 2-11-9 2-11-9 2-11-9 3-1-5 3x8 = 1 4x8 = 300 = Dead Load Dell. = 1/4 it 4x4 11 4x10 = 3x6 II 3x10 = 2x4 II 4x6 = fiiQii61+1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.15 9-10 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.41 9-10 >433 360 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2, W3: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 12 = 3445/0-7-4 (min.0-1-8) 7 = 2738/Mechanical Max Grav 12 = 3445(LC 1) 7 = 2738(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2877/0, 1-2=-6322/0, 2-3=-6322/0, 3-4=-10258/0, 4-5=-1025810 BOT CHORD 12-21=0/465, 11,-21=0/465, 11-22=0/11177, 10-22=0/11177, 10-23=0/11177, 9-23=0/11177, 8-9=0/5701, 7-8=0/5701 WEBS 1-11=0/6420, 2-11=-309/0, 3-11=-5297/0, 3-10=0/2068, 3-9=-1004/0, 4-9=-285/0, 5-9=0/4971, 5-7=-6021/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are 1.5x4.MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 530 lb down at 1-10-4, 530 lb down at 3-10-4, and 530 lb down at 5-104, and 2503 lb down at 7-10-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Studding applied to ply: 1(Front) LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-6=-132(F=-12), 7-12=-10 Concentrated Loads (lb) Vert: 1 0=-530(B) 21 =-530(B) 22=-530(B) 23=-2503(B) 15-1-4 PLATES GRIP MT20 244/190 Weight: 178 lb FT = 0% SYmaing•Please t5orocghly wrea lhe'A�I POaf1g03S[S(1£Itri'y6r5rPltTfPMSECCkOl;lafiCNla41r6t'EEiYF3'jJCIRO'MF]SEYnIr'Icrm. Yesifpdesignporomelersnnd lend Doles on UisLuss Design L4aring(ig�e±d(be Nan::IBorliare,fi.BeferereSheri berase usa, Uokst cfhrritt s; ed on the ND, erFj girekrcnneAosplolesstallbeasedlortheladlebeealidAsalrassd±sigernginrr(i.e,Sy±uaayEng'aenl;ihO.talonanylaareps±u¢Isonoetephnmdthe prolessionelengineerlot mpom'biloy1. the desigo'INsingleMssdepiando-tsclot onEy,addet1P41,fhedeignmsucp"ons;loedingmadigoos. ' MANUEL MART INEZ,P.E. soitobili and uudltsnsss iota P•'"in is/Ee mponsi'.�'-*attHeayoes,!^t Dune's aurnotitedaeal oroe Ba7ca Deli net;(o lhesonwlo11h,lPC.lhe 11(the lx6widio todeondlPtl. Theo xal:rthe iBd a.=.1 an g:ee,entm±rr:r:,ides bondGn ,na I N a'y -- g Y 9 9 9 9 Ppr Y n3 9 o50, instaaogon and bmtug, shaabe the #041182 i /ospoaMiy a the I-Ading W-pet lCartt±"6r, Allna:es set sa:utho TCB aadthe Prasfaes aed gvidegaet D1the 6uildmg(ompaneMSdety intormaliogDrn;Published byt71and SBCA ore tetnensed lorgcner±; guidanrr,>PI.1d±rq":'h0 responvNkoa;and 6f.1s of.' o truss Designer, Tre..00 tEngine"and r Truss NanutocNrer, uniasashense definedbyaCannar:ogrz<d upm in wmu36pr,11 par1msr eoM+ed. the Trass Crsign rngl-eerh Na11h0 huilding a0signer er Ernss Systen Fngineerfoe anYbuild'ag. All ropitaPred Imes at as cet;ed in it L I0019 (hdrlton (ir. E 1(opyrighfID201SAA Pool Trusser • WnueE Winer, PI lap edu lion of this d-nat t, is any bm, is p 4ibiled Wh wiltan permission tram A•E Pool Trusses -Manuel Hmanat,Pt Orlando, FL 32832 Job Truss Truss Type city Ply Pac/6511 EL B'61684 FG4 FLOOR 11A0562113 Ed a b Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MI I ek industries, roc. I hu Aug 13 u8:u/:25 20i5 Page I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-zONOmCTyVPDZsO4?eghsoO7?SgOavelza3R3TpyoKs 2-11-15 5-8-6 6-10-2,111-14 10-7-1 , 14-5-13 , 111-4-8 22-% 25-8-2 2-11-15 2-8-7 1-1-12 1-1-12 2-7-3 3-10-11 3-10-11 3-7-13 3-7-13 2x4 II 3x6 = 1.5x4 11 3x4 = 1.5x4 11 Dead Load Dell. = 1/4 it 3x8 = 3x4 = 4x12 = 4x4 = 1.5x4 II 6 7 8 9 10 19 18 17 16 15 14 13 12 11 3x4 = 5-8-6 4x4 = 3x8 MT20H5= 1.5x4 II 4x10= 3x8 = 2x4 11 44 = 5x6 14-5-13 18-4-8 , 21-10-9 25-8-2 s_1 n_11 3-1 n-11 3-6-1 3-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.26 15-17 >838 480 TCDL 20.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.49 15-17 >444 360 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014(TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5,W8: 2x4 SP No.2, W6: 2x4 SP M 30 W7: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 19 = 1127/0-5-8 (min.0-1-8) 11 = -186/Mechanical 13 = 2824/0-5-8 (min. 0-3-5) Max Uplift 11 = -458(LC 3) Max Grav 19 = 1133(LC 3) 11 = 103(LC 4) 13 = 2824(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3308/0, 3-4=-3308/0, 4-5=-3476/0, 5-6=-3476/0, 6-7=-868/0, 7-8=-868/0, 8-9=0/1368 BOT CHORD 18-19=0/1990, 17-18=0/3308, 16-17=0/3308, 15-16=0/3308, 14-15=0/868, 13-14=-3111/0, 12-13=-311110, 11-12=-1368/0 WEBS 2-19=-2159/0, 2-18=0/1508, 3-18=489/0, 4-15=159/447, 5-15=-483/0, 6-15=0/2796, 6-14=-1391/0, 8-14=0/4185, 8-13=-2699/0, 8-12=0/2278, 9-12=-816/0, 9-11=011468 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) atjoint(s) 19, 1, 7, 10, 11, 2, 18, 3, 4, 17, 15, 5, 6, 14, 13, 12, 8 and 9 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 16 checked for a plus or minus 5 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=458. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 464 lb down at 10-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-120, 11-19=-10 Concentrated Loads (lb) Vert: 15=464(F) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 124 lb FT = 0% Nm¢ing•Plemeshmocghly urn ihe'A•I rOOrIgOSS[SI'SfUR y6E.efrllTfPN18(G4glilg%S(U11CdtrR('r@y(i'J1C[5D'pt�SEUtXi'Mem. YesTy design pammesen¢ndrmdnoles¢n lkitlsass 0etign Cmri¢gQ➢Dje.^.dlheNoc!INmIi¢etPE AeL•rcx:esheelbeicreute. unlmahe..iser!d onthe tgg,enq j MANUEL MARTINEZ P.E. I Mirekameedorploles shall be%0 fa she 100 to htsaOd Asolmst ptsiga ingintuse, Spstiahy Enohneet),fhe seolonony IUD np-ms-wirve"of. the psolessionol eoli-ingmpuasihditypm fh!deign nl ae s.agleLmsdepitled nctr:GO enly, cnderiP4l, TEedaigo ssvep'nns,lo:dmg tadiNont i soltobihty and use of this Ties, for our guiding is the seg-ilirryoLheOwes, mo Ora!s'saA.ired agent of she Ruildiag Devgnet, to the matte)of the iRC, the Kthe local building ede at' TPId.047182 respens:5ddrdthe Puildiny pec, eyad(¢n3r!: 4 All puree eel oy in fie TDD and the pmdinetac4gafdelines tithe WIding(ompsneat Sefery fahermetlonig(41eublished by TPl and95 ore tdnpnrzdlor gener,I gaid.341Pbf dcrucsne resporsitTrfisand ut!t of t§c Tm75 Daigne,TmttDesigN Faginees and 10019 Charlton. Cir. Truss Nanulowsey um!ss atE!swlse de0¢ed hp a Gnrtmt ogsetdopan is uryieg by of panes uR¢Ned N Trust rsefgn rag.,. is NOT the Ruilding Designer es Truss System fegi.en far aarbuilfag. All Njasrned hies at nesFs!di0W, (opyrighlO 20IS A-1 loolTiusm -Manuel Martinet, PI kepiodudbus fit.:& daimment, 'as any farm, is prohibited with written permission [rum A-1 Roof Trusses - Manuel Muslim, PJ. � OrIDndif,fL32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 FG5 FLOOR 1 2 A056211,4 Job Reference (optional) t Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:26 2015 Page I D: W?quLcORe?LfzLe98RjH4yHM91-RbxO_YUaGjLQUABCXD5KEgHGEjQe4u7pjAc?GyoKs 2-3-9 4-3-10 6-4-15 8-6-10 2-3-9 2-0-1 2-1-5 2-1-11 6x12 = 43x6 II 5x8 Dead Load Defl. = 1 /8 4 1.5x4 II 1.5x4 II 2-3-9 4-3-10 6-4-15 8-6-10 2-3-9 2-0-1 2-1-5 2-1-11 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [5:0-3-4,0-2-8], [7:0-2-8,0-2-8], [8:0-2-12,0-2-01, [9:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.03 8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.13 8-9 >763 360 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix-M) Weight: 95 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x8 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` W1: 2x6 SP No.2, W5: 2x8 SP No.2 W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 1997/0-7-4 (min. 0-1-8) 6 = 2512/Mechanical Max Grav 10 = 1997(LC 1) 6 = 2512(LC 1) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=1905/0, 1-2=-4365/0, 2-3=-5057/0, 3-4=-3400/0, 4-5=-3383/0, 3-8=-346/75, 5-6=-2277/0 BOT CHORD 8-9=0/4365, 8-11=0/5000, 7-11=0/5000 WEBS 1-9=0/4614, 2-9=-1604/0, 2-8=-17/664, 4-7=-388/0, 5-7=0/3761, 3-7=-1814/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-7-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 468 lb up at 4-4-6, and 463 lb down at 5-7-14, and 438 lb down at 7-7-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-420, 3-5=-420, 6-10=-10 Concentrated Loads (lb) Vert: 8=-93(B) 11=-463(B) 12=-438(B) SYmaing-PkpsethorotiY5ly m+�awf6e',5-t ROQng9AEI('Sftt(R-A5(5iR!((fp,14Id(GSgI;{g%5(U41CMig('pa(i'Jl(r5g'NLfJ5WEX1`fo,m. Yerifydesign pa�amGlotandsmdnotes on ihiilwss Dtsign GrorioyQOUJeed fbe Mm::a6!Grtinet,PF.AtItfGCaSM1tel Mi6t1 p54 UnIHtG aK+Ne S: td MiM1e Do, o.h Nifekrennedm plates shall he ased fa the iDOlobevolid. AsGTnst Ottiya fnginaet Q.e, gpeaiahy tne'nenJ: iQe sml on airyiDD rcpteunfs anaarptonm oltheprofessionul engintming:espumibiGfyiw uG deign ohFt s:nyEeLuss dtpitled en t4GIO@only, aadn lPbl, Ifir design ssturt�T',ans,loc:ing,:adifion4 MANUEL MARTINET, P.E. I spBpbigk and me GJ lEisSmsfor.ry Br�dtngis lhetespomib'ry eF lee dross,^Goenes't wGSmistd ageN or the 9m1diag Dnfgpef, in lbe tameal of lM1e lRf.Ihe lB�Iht tool buikmg rode andn'1-I. the opp:aealof, the IDO Gnd any ne�us, of fbe Sets,vh&;handling,dotpee, imlahrian and bt e.% ibllb, the #047182 I tetpns6ildpolbe R:16ng 5nr;pif eed(mty'Car, All pales Wnlia lie in apd the psatfi.am guidelia4dthebilf-,(pmpanemdalely l6lo—floolg61; p6lished by M and SR(A Am Wmal.dlpeS..H guid;:-te, IP4l d:rmes7e rapxsilTnas andsol3e Trais Oevgner,l:uts Oes%ya Fngioeet and I 10019 horlto I. i rruN kopaloWtet, udesi nk-wkedefinxd bya(amran ogteed opan to ameg hynl; potties iaeolred. i46uts Cctign Fngiaer is YOfthe gui(dioq OesigaeroHmst Sytlem fnginnrfot any building. All(apitofiedteirs me e.,'; in TKt t n(if. Copyright b 2a15A-) Roof Suisse-Mapuel Meagan, P.F. Reppdadion a; Ibis dmaae„t, io m,y [aim, is pnhibiled wit` wsine � pmmissioa has A•I goal Susses •Manuel Mmtilroq P.E. Orlando, fl. 32832 Job Tess Truss Type Qty Ply Std Pac/6511-EL B A0562115 61684 e FG6 FLOOR 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mt I eK Industries, Inc. I hu Aug 13 u6:u1:26 zu15 rage I D: W?qu Lcr?Re?LfzLe98RjH4yH M91-RbxO_YUaGjLQUABCXD5KEg FIEnDe8g7pjAc?GyoKs 2-5-6 3-7-2 4-8-14 7 4-0 12-3-1 17-2-3 22-4-12 2-5-6 1-1-12 1-1-12 2-7-2 4-11-1 4-11-1 5-2-9 3x6 = 1.5x4 II 1.5x4 II 3x8 = 1.5x4 11 3x4 = 3x8 = Dead Load Defl. = 5/16 it 2x4 II 2x4 11 3x4 = 3x4 = 1.5x4 11 3x4 = 3x8 = 1.5x4 11 3x6 — 2-5-15 4 8-14 7- -0 12-3-1 17-2-3 22-4-12 2-5-6 2-3-8 2-7-2 4-11-1 4-11-1 5-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.23 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.49 11-13 >532 240 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 216 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` Bl: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16 = 1082/0-5-8 (min.0-1-8) 9 = 1033/0-3-0 (min. 0-1-8) Max Uplift 16 =-461(LC 4) 9 =-461(LC 4) Max Grav 16 = 1106(LC 2) 9 = 1033(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 6=-1 352/570, 1-2=-2341/937, 2-3=-2341/937, 3-4=-2341/937, 4-5=-4274/1840,5-6=-4274/1840, 6-7=-4274/1840 BOT CHORD 14-15=-937/2341, 13-14=-1677/4365, 12-13=-1677/4365, 11-12=-1677/4365, 10- 11 =-1 327/3001, 9-1 0=-1 32713001 WEBS 1-1 5=-1 143/2872, 2-15=-742/356, 3-14=-117/439, 4-14=-2290/837, 4-13=-51/664, 4-11=-296/279, 5-11=-326/249, 7-11=-533/1413, 7-9=-2976/1314 3Fol1:99.e 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel; #7 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #8 Dead + 0.6 MWFRS Wind. (Pos. Internal) 3rd Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=461, 9=461. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s)'shall be provided sufficient to support concentrated load(s) 403 lb down at 7-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-70, 9-16=-20 Concentrated Loads (lb) Vert: 13=-140(B) Wing- Please lhomaghlyrevivthe '14 ROOF TRUSSES I 1111RI,DEN(R1t TERMS A(CREDITORS CUSTOMER rRUTERi A(NNOPiIf➢DEMEWfarm. Verity design pnmmelert and rend notes no this Truss Design Om.ing POD)and the M...IMartin,, PE Rele-or Sheel before ase. Unless othenise staled as the IDD, only MANUEL MAREINEZ, P.E. MSfebco-on,plot, shell be,edIn, The IDD to be valid.Aso Truss D,Sga Fngine,(i.e, Specialty Eoginea}The se al an agTOD top at, anaaepmore of the Paul band engineering ue,ons3ilily(a, the design of the single Imss depicted 16e IDOnrdy, ruder TPI1. the design mteapNons, leading rordlious, suitabirdy and at, al this Truss (or any Building islhe t,pansibUlly el the Dew,The O>n.rt authorized ugoal or the Building Designer, In themtokU of the IR(, the IS(, The local building soda and TPid. the approval of the IDD and any Dub! use oflh,Itms, inducting handling, tlomge,inslnllolian and la.0.9,shall be the #047182 a mrluaibihyaftheBuddingDesignerand(o0tons.AllnotesWourinThe00andthepradicetaadgoiddia,,0theBuildingCoutponealSdelrinfotmolion(RdgpublishedbyITTandSB(Aomrnfntate4forgeneralSudden".iPlddetine.th—spensibiblitsaaddutiesoftheTrussDesigner,I,-D,,igaFogem and I0019(horlton(ir. Iron Yanufodomr, unless alber.ise defined by n (omana agreed upon in>rd1ing if oil pond., involved. The Truss Design Engineer Is NOT the Building Designer or I, -System friar... for any baBdmg. AD CapimliW Want are as defined in TPbl. Copyright © 2D15 A -I Roof Trusses -Manuel N atim, P.T. Reproduction al this darument, in any form, is prohibited vrtlh arSne t permission from A -I Roof Trusses • Manuel Mottiner, P.F. flf I00d0, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6511 EL B A0562116 61684 FG7 FLOOR 1 1 Job Reference (optional), Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1 3x4 = Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:27 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-vnVmBuUC10TH5KENmFkKtRCR6e81 Nk7G2Nw9XiyoKs 3-8-0 1.5x4' 11 T1 W1 I W2 I j I i W1 131 1.Sx4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.04 3-4 >939 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.09 3-4 >470 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 474/Mechanical 3 = 423/Mechanical Max Grav 4 = 474(LC 1) 3 = 423(LC 1) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 459 lb down at 1-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Standard Uniform Loads (plf) Vert: 1-2=-120, 3-4=-10 Concentrated Loads (lb) Vert: 5=459(F) Nmoing-Pleose t6maughlr wrarthe'A•1 POOrl➢gSSif{'1fLlF3 y61kfik(TINSd(G4p(il9Yif (USTCEIEP('PLYEi'(l( ,TM(JSEItENr term. Yeidy design Caiamelen and rrodnotes oc llisLox pes!ga CraringQpglcA the Naecd Mortmez,Pi.More-Sheri bekttosa, Unk!s ei:rtri!es:!ed on the Tgp, alYt Nifeb reaaMor Imtt sholl6r aced for the Nplo 6e volid. (tvLase pass Ea'fez ce,:.ria En:eer t•ualor.a 1ppre r•umwnaue 4nmo!Ihe rolmsiono4e neerin ra asibip for tk: drsi eolyesin lelrsede iAed er:P,eTCg an ,cndttlPF1, ffic deti nos!ur:: ons,!oeW ceodirion MANUEL MARTINEZ, P.E. F 9m ( r- m' F`^ t' - nY P • P P n9i 9 Fo h 9 9 P tY 9 Pr n9 5I 50611f and use a!IhsTress loe of Ee Snguthe rospomibirTe ohbe0-1,!6eOmei, wthorizedogenl of The gvild;ng Pnignez,ie The Meal 0the IR(. the III, The W1 building We ood IFW the gpraralo; Theme a-..d nj rmld use of the Ciao,I-deleg be.kq.st-S:, io,10daa and 6!otiog, tksp 6e the #047182 i �respootililiFf oflbe Ee;idiog.0e> er e"d (oolrw Awes w.0 in The MIT and the prot!kesend 9woeinn of the EwldingCompanemfatelY hdormetian IRCS)Ip hr"bed by MedSECdozeteterearedfor,nerel paid:le.IP1•Idu'>set:`..efetpaeti67fss gnd:a`eto(Re 7ru5t prrgaer,T'ott pe3'3?Engiaect and i Tmnk000toctuter,unkttnfhe[vsedehne afannatlorecdo;ntovup. IOOIyf 6Y oparfiaiavalvedrulmssteil Fnoi-eeritNfinheruiid pesinerezTmssfslemfnineerfora 6ui!L:.dllfaieoii:edten..=sareasde`rsdin1P51, ItOrNOafl(. i 9 P tia/ P (apgightCJ10(SA•l roofLaaus•Nonnd NoTtina,P.F. RepTadwlion o!Ih�o dotuma?!, ie ony(m^;, ispohihiledvit6wrilte�ps!mitsian horn A -I Roal Trutsef-!!onuel Norliner, P.L i Orlando, FL 32832 i Job Truss Truss Type Qty Ply Std Rad 511 EL B A0562117 61684 FL01 Floor 1 1 Job Reference (optional) Al I<uur s r(uaato, rum I rsr_m.r_, rL svavo, oesiynLd I u uss.wm 0-4-8 H I 1-3-0� 2-6411 1.5x4 II 4x6 11 3x3 = 3x4 = 1 23 4 nut+. t.u<u a npet .� nNi .a r.uy vye ID: W?quLcr?Re?LfzLe98RjH4yHM91-vnVmBuUC10TH5KENmFkKtRCQhe4TNavG2Nw9XiyoKs 2-0-0� 1-10-0 Dead Load Defl. = 1/8 iI 1.5x4 II 3x3 = 3x6 FP= 3x3 = 1.5x4 11 3x6 = 3x3 11 5 6 7 8 9 10 11 ll ri►, is 19 18 1.5x4 II 4x6 = 7-7-8 17 16 1514 13 3x6 = 1.5x4 11 3x6 FP= 3x6 = 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TIC 0.64 Vert(LL) -0.15 16-17 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.27 16 >744 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* B2: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid (veiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1090/0-4-0 (min. 0-1-8) 12 = 1090/Mechanical Max Grav 1 = 1090(LC 1) 12 = 1090(LC 1) 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 12 3x6 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0%F, 0%E FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-939/0, 2-3=-936/0, 3-4=-936/0, 4-5=-2847/0, 5-6=-2847/0, 6-7=-2847/0, 7-8=-2931/0, 8-9=-2570/0, 9-10=-2570/0 BOT CHORD 17-18=0/2165,16-17=0/2931, 15-16=0/2931, 14-15=0/2931, 13-14=0/2931, 12-13=0/1606 WEBS 1-18=0/1375, 4-18=-1434/0, 4-17=0/796, 5-17=-304/32, 7-17=-511 /186, 10-12=-1862/0, 10-13=0/1125, 9-13=-292/0, 8-13=-667/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plate(s) atjoint(s) 19, 11, 1, 6, 2, 16, 7, 15, 8, 18, 3, 4, 17, 5, 12, 10, 13 and 9 checked for a plus or minus 0 degree rotation about its center. 3) Plate(s) at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Sym6a9-Plets.NroxgSE(I0rartht,1.1 ROOF 1k3SSES{'AHR),GINFRAITERMS A(OS91i10ffiCUSTOMER t?LRFij ACHOW05E0EMl'Wri.%i!y design pemme!ns vdmod nines oe thislmss Design lloigODDS cA thexoedAldinti,FLierereamShies Mwewt. Unlese tt!"fe stied ote the TDD, ody MANUEL fdARTINEZ P.E. Mirek roaoedo;D!oles shalt bt o;ed lot the TDD lobe mlid.A,.grassDoi-,(tootee I.,Sperd*ybfmts) the Lid so onTDgreplesents en esq—tithe profnsionoleogmtetingmpa.MMB4 smolt dtsigoofthe roiliti",60adr,to, :D2 anlr,cadtrlPl!. the design-n—ybss, loo9ng cadifions, e �soildihtyaod use of IHs Trossfor .ar Rel1filngSs the m+ponsibi!! bf!40-1,the Owners eulhorixd ugenl is the Ede' :19 Designs, to the mmearof tht IR(. the IEC, the laal beldinR soda and IF1.1. The opp+erata(the TDDn.=.d orty FteAu+e of the Tsess,lutad'icg heeding, storage, inAoDotior. and burring, shall he the ' #047182 m+popdb5y of the Eii!diny Gee, epeed(oehp.^:a,All ootes sel o0it the iDOwd the uoGrcesced ofeliees of Me eai&;(ompanem Sahy fnktme!itn(RCSI) puSfsntd by SEE and 56(A are 1.1me dlor;entrelg 6.m. VIA demis"'ete+paesW7Aies and€ue;.1Izt?rus+Des;gcer,L'u+s OeS!gn logineer an'. 10019 Oililtoo Clr. Tm{S Ma1NiMMlr, UIII!if F1ke(w+t dehoedbya(avuno og+eedupan in YITeg bye!; pntfies tnvo{ved he Ttux Wige Tngietn is ROTlbe Ruddleg Designer er rmss SyMem fogineer for aey build g.Allrapitoicedter:-t arc asde:`:'>.dia Rl•1. OrloDdii, Fl. 32832 CopyigW5201SA-1 RoofLussn-Monontfdmtines,P.E. RepmduAiene.IF,`sdom¢:nT,isa+ry lot., is pebbiled withvri!feo permission from A-t Roof Trusses Honuel Mottinez,P.E _ Job Truss -T russ-Type Qty Ply Std Pac/6511 EL B 61684 FL02 Floor 7 1 A0562118 Job Reference (optional) M e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-4-8 1. .1 , 1-3-0 , 2-6-0 1.5x4 II 4x6 11 3x3 = 3x4 = Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:28 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-0z38OEVgoKb8jUoaKyFZQflba 1 Ux61 vQH1 gj38yoKr 0�0 81fi 2-0-0 2-2-8 1.5x4 II 3x6 FP= 3x3 = 3x3 = 1.5x4- 11 1A Dead Load Defl. = 1/8 if 5x6 = 3x6 = 3x3 11 0 T 1.5x4 11 4x6 = 3x6 = 1.5x4 11 3x6 FP-- 3x6 = 3x6 = 1.5x4 II 5x6 = Q 4 $ 8-0-0 9-0-0 10-0-0 17-7-0 18-4-0 d 4$ 7-7-8 1-0-0 1-0-0 7-7-0 0-9-0 Plate Offsets (X,Y)- [1:0-3-0,Edgel, [13:Edge,0-1-81, [15:0-2-0,Edge], [21:Edge,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.16 15-17 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.29 15-17 >715 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.01 14 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) Weight: 106 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 1 = 1113/0-4-0 (min.0-1-8) 14 = 1197/0-5-8 (min.0-1-8) Max Grav 1 = 1114(LC 3) 14 = 1197(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-961/0, 2-3=-958/0, 3-4=-958/0, 4-5=-2945/0, 5-6=-2945/0, 6-7=-2945/0, 7-8=-3069/0, 8-9=-2652/0, 9-10=-2652/0 BOT CHORD 19-20=0/2226, 18-19=0/3069, 17-18=0/3069, 16-17=0/3069, 15-16=0/3069, 14-15=0/1635 WEBS 1-20=0/1407, 4-20=-1479/0, 4-19=0/839, 6-19=-295/48, 7-19=-579/151, 10-1 4=-1 839/0, 10-15=0/1189, 9-15=-331/0, 8-15=-714/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plate(s) atjoint(s) 21, 12, 1, 5, 2, 18, 7, 17, 8, 14, 20, 3, 4, 19, 6, 10, 15, 9, 13 and 11 checked for a plus or minus 0 degree rotation about its center. 3) Plate(s) at joint(s) 16 checked for a plus or minus 5 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks„ on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Ruin -Phase Iho-ghly revier the 'A-1 ROOF HUSSIS (1(111RI BFNFBAI TFIMS B (ONOITIONS CUSIOMFI r8OTF1111 A(INOWIFDGFI It In- Wdy design pu-W, and rend notes no this Truss Design O,vring (100) oolthe Manod Mmuoq, Pi. Weteure Sheet before use. Out,,, ash-h. slued ou the TOD, only leh souo.,pluesShull be used to, the IDD to be slid. As o Lox Oesign Engioeer(le., Spuidit, Engineorl The sent on mq TDD represents anat(eplwo of the Professional engi....too responu'Dilityfo,thedeOgndih.,itgleirossdepidedonlh,TDDonry,nndt,TPI.I. mtdetige atsumpnont, wndingtnndiNen,, MANUEL MARTINEZ, P.E. A!"' iublGryendoin.1ThisLussfwbuyBuildingisThesspovsibirdyoftheNft,r,the0-isouthmiledogentotheBuildingDaigner,InthesuseAofthe[K.theK,Thelurolbuldiq,donodTPhl.TheoppmdofTheTOO.6..yheldusedTheTtux,imludinghuodBng,no,nge,lmbuftdiaonodhruiug,sbullbethe #047182 tponsibiGryo! INc 8u0diag Oesignel and (onfro,tor. AO oolu sdoul in fhc TOD and tin pmnhn and guidelines ohhc Building ComponenT Sa!ety In}otmvtioo(BfSIJPuhlishedhy 1PI and SB(A ore tdncmed lot geaeral guidons. lPL1 d:Nnes dre,gpansibifdiesood dudes of the Imsl Designer, Lux Desige Enginm, anduss 0-fenn¢r, unless ntherrdo defined by a Usbon ogre,d upon in ailing by oil pushes i-Wd. the 1- Design Ingineer Is $01 the Building OWE- a Truss System Ingincer In, nay building. All (npdotned term, me us defined in IPH. 1 Q� I9 tilOf IIOR flf. 6pyrigh1©201S A-1 Rod Tsusses. Monoel Modinee, P.I. Repradudion of this dommenl, in any form, is pshibiled rich r,iden permfsioa horn A -I Tool Times -Mound Nortiner, P.I, Orlondo, Ft. 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562119 61684 FL02A GABLE 1 1 Job Reference (optional) Al KUUI 1 KUSStS, f-UK I f-ItKGt, rL 34S4b, aeslgnLaTwss.com 0-4-8 HI 1r�t 260 Kun: y.bzu s mpr au to I o rnns: r.04u s ripr ou LU I o Ivu I en 111Ue15Nt rns, lieu. t nu rsuy to uo.u, .co <u i o r !4t, ID: W?quLcr?Re?LfzLe98RjH4yHM91-Oz380EVgoKb8jUoaKyFZQflap1 U360tQH 1 gj38yoKr 0� 1 1 2-0-0 1 2-3-12 Dead Load Defl. = 1/8 if 4x6 11 3x3-= 3x4 = 3x6 FP= 3x3 = 3x3 = 3x6 = 3x3 11 1 93 b 5 fi 7 8 9 10 11 4x6 = 3x6 = 3x8 MT20HS FP-- 3x6 = 4- 2-0-0 4-0-0 6-0-0 8-0-0 9-0-0 10-0-0 12-0-0 14-04 -4 1-7-8 2-0-0 2-0-0 2-0-0 1-0-0 1-0-0 2-0-0 2-0-0 Plate Offsets (X Y)— [1:0-3-0 Edge] [13:0-1-8 Edge] [18:0-2-12 Edge]. [18:0-0-9,0-1-0j, [19:Edge,0-0-12], [27:0-1-8,0-1-14] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.16 15 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.31 15 >675 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1225/0-4-0 (min. 0-1-8) 12 = 1225/0-5-8 (min. 0-1-8) Max Grav 1 = 1225(LC 1) 12 = 1225(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1056/0, 2-3=-1053/0, 3-4=-1053/0, 4-5=-3249/0, 5-6=-3249/0, 6-7=-3249/0, 7-8=-3398/0,8-9=-2932/0, 9-10=-2932/0 BOT CHORD 17-18=0/2453, 16-17=0/3398, 15-16=0/3398, 14-15=0/3398, 13-14=0/3398, 12-13=0/1812 WEBS 1-18=0/1547, 4-18=-1634/0, 4-17=0/929, 7-17=-27510, 10-12=-2101 /0, 10-13=0/1308, 9-13=-322/0, 8-13=-55110 NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-19=-10, 1-11=-132(F=-12) 3x6 = 16-0-0 2-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 108 lb FT = O%F, 0%E Wmmssg- PkmeIft—fihly uviewthe 3 I ROOF TRUSSES rSftIERp OfNERAI TERRSdCONDITIONS (USTORIRriftlilJA(RNOWLEDuAtoir I.,m. yerify design 9--te,, and read notes on Whit is Design Drawing RDDJand the R..ael Martinet, Pt.ReferzmeSheel before use. Doles otherwise staled o. the IDO,only MANUEL MARTINEZ, P.E. Rill rowetlm plNes shall b<uud for the 1DO so be valid. As a Lon Design Engineer (e. Spsiolryingineer1, the seal as any1DD represents ...,(,pines, of the prolessimal eagiaeeting mspoosihiliry far the design d ib, single Loss depicted as the TOD ualy, under VIA. the desig. asumptions, kadog (.edifies, �rudobirdy oad use of K4 forss for nor Building is the lapohsibibry of the Door, The Owners oothmiaed agent or the Building Designer, in the eaI.Xiaf the 11C, the INC, the Intel beilding,ad. and Pi.l. The oppior.l of the ISO and any Delduse of the Tsars, including handling,stet.gg lnstoll.fion and besting, shall be the #047182 mspoasibTry of the Nuddag Dnigmr and(earrorr. AU notes set..tia the TOD and the pmnitts and guidelines of the Building C.mpure Sdety lnfunewim(B(Sllpubt,hed by PI and SB(Aare rtferentxd lot general goldone.lPI-I d,fins the respusibibties end duffs of The Truss Designer, Truss Doiga Engines and 10019 (horlton fir. I Vendetta ar,..I oth—ho, defined by aConn.. agreed upon in wrifing by an parties iouol.ed. The Iron astir Engineer is NOT the gaidiag Dmignerar Tmn SystemEngineerfm any bu{Id.g. t0 (.phoU,d Isms men defined is IPI•I. (apyright©2015 A.1 Roof Trusses -Mural Martinet, P.E. Reprodasioa of this document, in any form, is prohibited with written permission ham A-1 Raol Trusses • Monuel Martinet, P.F. O(IDOdO, FL 32832 Job Truss Truss Type Qty PIY Std Pac/6511 EL B 61684 FL03 Floor 2 1 A0562120, Job Reference (optional).; A I muur I muJJCJ, rL)m T T—jr—mi-r—, rL J4y4D, oeslgn(aa nruss.com ,run: /.nzu s Apr JU Zino Yrint: /.bzu s Apr JU zUlb MI I eK Inausines, Inc. I nU Aug I UC:U/:ZIS ZU11b rage ID:W?quLcr?Re?Lf7Le98RjH4yHM91-Oz380EVgoKb8jUoaKyFZQ8Ys1 Pf61 dQH1 gj38yoKt 0-4-8 F iI 3-0t 2-" 1.5x4 II 4x6 11 3x3 = 3x4 = 1 23 4 TO 10 1A 17 1C 1C .1 17 Dead Load Defl. = 1/8 i1 1.5x4 II 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except` B2: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1 M-0 oc bracing, Except: 2-2-0 oc bracing: 13-15. REACTIONS. (lb/size) 1 = 1143/04-0 (min.0-1-8) 12 = 1143/0-5-8 (min.0-1-8) Max Grav 1 = 1143(LC 1) 12 = 1143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-987/0, 2-3=-984/0, 3-4=-984/0, 4-5=-3064/0, 5-6=-3064/0, 6-7=-3064/0, 7-8=-3232/0, 8-9=-2765/0, 9-10=-2765/0 BOT CHORD 17-18=0/2300, 16-17=0/3232, 15-16=0/3232, 14-15=0/3232, 13-14=0/3232, 12-13=0/1693 WEBS 1-18=0/1446, 4-18=-1535/0, 4-17=0/892, 6-17=-287/73, 7-17=-668/112, 10-12=-1963/0, 10-13=011251, 9-13=-344/0, 8-13=-758/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OF �1 2112 1.5x4 11 3x6 FP= 3x3 = 3x3 = 1.5x4 11 3x6 = 5 6 7 8 9 10 3x6 = 1.5x4 11 9-0-0 . 10-0-0 1.5x4 11 3x8 MT20HS FP-- 3x6 = 1 3x3 I I 11 3x6 = CST. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.80 Vert(LL) -0.2013-15 >999 480 MT20 2441190 BC 0.98 Vert(TL) -0.3513-15 >600 360 MT20HS 187/143 WB 0.69 Horz(TL) 0.02 12 n/a n/a (Matrix) Weight: 99 lb FT = 0%F, O%E 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Wmniug- Phase Thoroughly wk. the 'A.I ROOF TRUSSES r11111tj 611141RAl TERMS IS CONDITIONS CUSTOMERrBUTFR') A(NNOW11O6lA INr farm. Yerilydesign pommeten and rend oohs on this Truss Design D,owing (rOO)andtAe Wonuet noiNre:, Pi. Releron<eSheel hehre use. Unless oAerrise dakd on Ipe IDD, only TA soared., plains shall be used for the too to be Wid. As a Truss Design Engineer IT.,, Spndalry logirm), The wlaa any TOD repms'als an .... plan,, of the professional ergirIod.9 impossibility for The design of the single Truss depicted on The TOO only, under lPH. Ibe design msumpfians, loading'srditlaus, MANUEL MARTINEZ, P.E. ,.itablfilyand use of this Truss far mq Building is The msponsibilUy of lhr Owner, IAe Orneh outh.rited age,l or the Bu ng Osig.,y In rile mmem.!th.n(,the lBf,lhe 1.ail building soda aedlP4l.The.pporal of The Wood any field a,,.fo,Truss,imluding ha.dfling..al-ge, iashller—uni biasing, shall be the #041181 • \responsibifilp oFThegagdiog D,ilgner ondControdoe ADnolmemout in ThelDO ondeheprodi.esaodgeldeGneso!Ih,Build�ngComponeel5a',,tylTdormosion(B(SlJpohlish,d by Rl ondSBfAore r,fnrntedforgeneral guldome,V1.14e14ses Onensp.nsibiCaes nod duce, of the lions g,Ggna,ieucs Design Fogrzu oad —,iron Monorails..,,unlessothenim defined by a Contractagreed upon in writing by all pmtlesinooleed.The Truss Design register Is NOT The Building Designer a, Truss System Ingot 1a, any building. All (nprunhind Ism, are as defined in TP1.1. 1e819 Charlton EIL Copyright@ 2D1S A-1 Roof Trusses • Mean.] Madim, P.r. Repradudion of this dorumen6 in any form, is prohibited with wri0en Permission from A-1 Roof Losses -Manuel Moo iner, P.F. Orlando, FL 32832 0 T Job Truss Truss Type aty Ply Std Pac/6511 EL B A0562121 61684 FL04 Floor 1 1 Job Reference (optional) Al Kl)Ul- I KUbz rJ, rUK I vir-mt r-, rL 341140, oeslgnLd I uuS,.W111 Rurr. /.ucu a np/t - - _• — •- I D:W?quLcr? Re?LfzLe98RjH4yHM91-sAdXcZWSZej?LeNmtfmoysllbRnSrSGZVhPGbayoKr 0-4-8 p g 1q I I 0 2-6-0 2-5-6 0:P � 2-0-0� Dead Load Defl. = 114 is 1.5x4 11 3x4 = 3x3 11 4x6 II 3x3 = 3x6 = 1.5x4 II 3x6 FP=1.5x4 11 1.5x4 11 1.5x4 II 4x6 = 3x6 = 1.5x4 11 5x6 = 3x6 = 3x3 = 3x8 MT20HS FP_— 4x6 = 3x8 = 3x3 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.25 18 >975 480 TCDL 20.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.48 18 >504 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except' T3: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 1308/0-5-8 (min.0-1-8) 1 = 1308/0-4-0 (min.0-1-8) Max Grav 14 = 1308(LC 1) 1 = 1308(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1134/0, 2-3=-1132/0, 3-4=-1132/0, 4-5=-3777/0, 5-6=-3777/0, 6-7=-3777/0, 7-8=-4228/0, 8-9=-4225/0,9-10=-4225/0, 10-11=-3338/0, 11-12=-3338/0 BOT CHORD 19-20=0/2716, 18-19=0/4242, 17-18=0/4225, 16-17=0/4078, 15-16=0/4078, 14-15=0/2011 WEBS 8-18=-574/535, 9-17=-506/60, 1-20=0/1662, 4-20=-1849/0, 4-19=0/1238, 5-19=-307/0, 7-19=-685/0, 7-18=-610/655, 12-14=-2319/0, 12-15=0/1549, 11 -1 5=-306/0, 10-15=-863/0, 10-17=-99/685 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 20-8-14 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 115 Ib FT = 0%F, 0%oE Warning-Plmsethmangblysaieathe3.11DOTTRUSSESrSEIIERj,ConsistTERMSd(ONDITIONS(DSIDNIYreuIER';A(KNOW(FD6EAENPEmm.Verilydesignpannetennadr,adnat,,aN,TrmeDesignOmaiegPOD)ondtheMeant]Manti-,P1.teferea.sluelbefe'.use.Dnless.1haunestatedantheToo,only MANUEL MARTINEZ, P.E. Abld snaertm plains shell be used Ire the TDO to be valid. As o Loss Design Iasiaen (.e, Speudry Engir-1 the seal ne any IDDspresents an oneptan" of the professional engiaeeting «spomibibly for the design al the single Truss depicted an the TOO only, under TPb1. The design a"ampsio e, leading ranefilieus, ,06161y and ate of ads firesher any, ea0diog is lls—sIntsibiEly of the Dew, the Oanri auNtariud ageaar the 90ft Designer, In If, street of the IR(, the lB(,lhe Inra]6uildmg code and TPbl. Be apparel al the TOO andnay Held use of the Ttuss, inskding handling. 'Imp, installer. and bsdog, shall be the #047182 ' mspomibiGetoHheeuBdagDaignerand(anhaOacAll rates set oulinThe 30adthe prankaand ge;ddine'ofib, Building (empnnmlSdetyhtkrtnntion(R(SI) published byTPIred WAosoWaremedforgeneral guldome.ITI-Idesire, the msponsibiirietand sides .1the Truss Designer,TmssD,signEngineer and 100 19 Chorltoo (ir. Is'tllmulodmeL oak's at6ervne defined by a (ommrtogteed upon io arising br oil parties ineolred. Ibe Irun Design Eoginar It NOT Ibe Buil&q Design or T-s System Engineer for any building. All (uldt4md at., are os defined in IPbI. (opytight©g015 A.1 Real Trusses - Manuel Winer, P.T. Reprodmeien of this the ument, In any form, it prohibited with srsilten permissiaefrom A-1 Roof Trusses -Manuel Martina, P.r, Orlando, FL 31831 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A056212? 61684 FL05 Floor 4 1 Job Reference (optional) Al KUUI- I KU5tit5, Jr -UK I f ItKL:t, rL 3484b, oeslgnLaltruss.com Hun: /.bZU 5 Apr JU LUlb I -tint: L6ZU 5 Apr JU :M b ME I eK Industries, Inc. I hU AUg I UIJ:U tf ZUIb rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-sAdXcZWSZej?LeNmtfmoyslmYRmBrSoZVhPGbayoKt 0-4-8 1-3-0 2-6-0 2-5-6 0:3-1,2 2-0-0 1-6-4 Dead Load Defl. = 114 it 1.5x4 11 1.50 11 4x4 = 5x6 11 3x3 = 3x6 = 3x6 FP= 1.50 11 1.5x4 11 3x3 = 1.5x4 11 4x8 = 30 11 1 23 4 5 6 7 8 9 10 11 12 13 0 rn 1.5x4 11 5x6 = 3x6 = 3x3 11 3x8 MT20HS FP-- 4x6 = 3x6 = 3x3 = -4- 9-10-8 10-10 11-10- 21-4-12 4- 9-6-0 1-0-0 1-0-0 9-6-4 Plate Offsets (X,Y)— [1:0-3-0,Edge], [15:0-1-8,Edge], [20:0-2-8,Edge], [21:Edge,0-0-12] LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.26 15-17 >944 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.51 17-18 >489 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 116 Ib FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) `Except' T3: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1354/0-4-0 (min.0-1-8) 14 = 1354/0-5-8 (min.0-1-8) Max Grav 1 = 1354(LC 1) 14 = 1354(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1177/0, 2-3=-1174/0, 34=-1174/0, 4-5=-3971 /0, 5-6=-3971 /0, 6-7=-3971 /0, 7-8=-4539/0, 8-9=-4542/0, 9-10=-4542/0, 10-11=-3471 /0, 11-12=-3471 /0 BOT CHORD 19-20=0/2834, 18-19=0/4522, 17-18=0/4542, 16-17=0/4292, 15-16=014292, 14-15=0/2051 WEBS 8-18=-729/451, 9-17=-368/0, 1-20=0/1724, 4-20=-1937/0,4-19=0/1326, 5-19=-308/0, 7-19=-778/0, 7-18=-522/834, 12-14=-2379/0, 12-15=0/1657, 11-15=-306/0, 10-15=-958/0, 10-17=-34/669 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Wmnmg- Pleeseth-eghly mriev the -A-I ROUE TRUSSES (IMER1.. GFRERAI TnMS A (ONDITIONSCUSTOMf l rBU1111A(ANOWIFDGFMFNT'to.. Vadydesfgn pmsmeten and rmd rotes oo this Tfsss Unign Drawing (mO) sod the Ise-Imudsn, Pl. Aefereor, Sheet her use. Hess a h—in 'wed or The IDD, only /i\hiff6wooeda pledes shall bused for the TOD to bemhd. Aso Loss Dnigr Fnginen(e.fpuiolry Fngmen}, the ual an snylDO represents anouephn,c of the professionol ngmcesingrnpensPoiliyfor the deign of the single Truss defined on the NDonly, order RTL rbedniga nmmpli-, loading mrdfion, MANUEL MARTINEZ, P.E. swlnbigiy and use of MhTruufor soy Building is lheasp-ibliy of the Ovoef,the O—rt ootbodud ageel of the Building Designer,1.the sonteet of the IR(, the 16(, the loW buildag We and IPld. The oppml of the Too and set field use tithe Tress, ioduding badhng,dotoge, insleOaNan and horsing, shall be the #047182 uspersimityof the solemy Designer anA(omrodo,. All notes so or in the as) and the ponims red gn;ddrtiof the Buitdng(omponem SO*ltrfmmmian(IQn published 4TPI and SBA or,eftenred for general guidome. TPl-I defines the np,. ibifilin and dories of Trots Designer, Lou Design Engineer and 10019 (horlton (ir. mss IMonuksmrzr,uo6u aMcrvise defined by o (oolmrt spreed upon in vriling hr sU pmtinmrolred. The Truss Design (.giro Is NOT the Roil liq Unigner o, Les System Fngincer for any holldmg All (apasgred laws are of Wind in rPld. (opy,ight@2OIS A-1 Roof Trusses - Monuel Madiner, P.L Reprodurtion of this dorroorm, in any form, is prohibited with written permission from A-1 Roof Tmsses-Monuel Al P.E. Orlando, FL 32832 Job Truss Truss Type Qht Ply Std Pac/6511 EL B A0562123 61684 FL06 Floor 1 1 t Job Reference (optional) Al KUUI- I KUJJtb. f-UK I VICKUr-, r'L J4U40, 0e5lgn(CE)a I rruss.wns nun. t.o<u s ..p,1 IWr..t. t.-. rqn - .m,.R.GID<?l'Lcr?Re?LzLe98RjH4yHM91sAd,X.c.ZWBZej?LetfmoysljbRkau.. yoKr 2-6-0� 0-412 2-0-0 , 14 13i � Dead Load Defl. = 5/16 if 3x4 II 3x3 11 4x8 = 3x4 = 3x6 FP-- 3x8 = 3x3 = 5x6 I I 1 2 3 4 56 7 8 9 10 11 12 13 14 Ti T2 Vil 23 22 21 20 19 18 17 16 15 3x6 = 4x8 = 3x12 MT20HS FP= 3x4 = 3x4 11 3x8 = 22-5-2 5x8 = 0 o � to . LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.40 20-22 >675 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.74 20-22 >361 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.04 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 123 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) 'Except' Ti: 2z4 SP M 31(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 23 = 1446/0-5-8 (min. 0-1-8) 14 = 1446/0-4-0 (min. 0-1-8) Max Grav 23 = 1446(LC 1) 14 = 1446(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3778/0, 3-4=-3778/0, 4-5=-5180/0, 5-6=-5180/0, 6-7=-5180/0, 7-8=-5180/0, 8-9=-4354/0, 9-1 0=-4354/0, 10-11=-4354/0, 11-12=-1258/0, 12-13=-1258/0, 13-14=-1261/0 BOT CHORD 22-23=0/2210, 21-22=0/4764, 20-21=0/4764, 19-20=0/5180, 18-19=0/5180, 17-18=0/5071, 16-17=0/3064 WEBS 7-18=-819/253, 2-23=-2563/0, 2-22=0/1830, 3-22=-286/0, 4-22=-1150/0, 4-20=0/839, 14-16=0/1848, 11-16=-2108/0, 11-17=0/1505, 10-17=-314/0, 8-17=-933/0, 8-18=-303/1000 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plate(s) at joint(s) 21 checked for a plus or minus 5 degree rotation about its center. 5) Plate(s) atjoint(s) 1, 23, 15, 9, 13, 14, 19, 6, 18, 7, 2, 22, 3, 4, 20, 5, 16, 12, 11, 17, 10 and 8 checked for a plus or minus 0 degree rotation about its center. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Pirating-PlanolAeeooghlytaierlhe'11RDDFTRUSSFSj'SELIFR'h6FNERAl1TBYSA(gNDINDM5NS10NfIrBUlFl1A[rHDWIfDOFNINPForm.NesNydesignpmameurtonduodnotewnthisarmsOesigngmringQDD)ondtheMawdMoetioez,Pi.BeletemeSheetberate use. Unless otbterlsestated onThe TDD,only MANUEL MARIINEZ, P.E. Niles rouedat plates shall be used has the IDD to be surd. As oTmx Design Fngioees {.e, Spedalry Enginat4 fte seal on any1DD sepretenls an enepmnte al the professional engineering tnpomibllily for d,e design of the single isms deeded w the TDDunly, under TPI 1. the dmige ossuaptions, koding mn6lions, �sugnhirdyand usual this Ims toe any Buildingis the tnpotsihBiry of the Outer, the Dwneriouthoriaedvgenl or the building Designer, in theroMeq of the lR(, the IB(, lhelasalbuilding rode and Rld. Theoppsasnlof the IDDond anyfidduu ollhe Ttusjudadingh.,dRaq, domge, instollolion andbrating, shall bathe #047182 ' rcsponsibiDtyolthebaOdiagbatignerand(onhadaeAOnolnsttoulinlhelDDandlhepmdisesond9eidelinesoftheBoilding(stay sd5derylMormarion(B61JpuhlishedbyWlondfP(Aaraulanann! far genetaIgildonte.IPHdefines th-ponsibiWitsand duties ofthe frost Wipes. Pass Design Fngaeerand 10019(horlton(ir. %ttMaaufatmte6 unlessotherwise definedbyn(nottmtagro,d upon in snifitg by .11 Poniesi-Ised. The muss Designrngi-, in NOT the Budding Designs at Ttuu Sydem 1.9us rfor any building. AD(apnobaed Inure me as eehael in TPH. (opyright©1Di5 A-1 Roof Trusses - Manuel Martinez, P.I. Reproduction of this datulnent, in any form, is prohibited with rssitlen fu,,eksianfroen A-1 Roof T-ses-I4nnuel Modiner, P.T. Orlando, FL 32832 Job Truss Truss Type Qty I Ply Std Pac/6511 EL B A0562124 61684 FL07 Floor 2 1 Job Reference (optional).i Al HOUF I HUSSLS, I -UK 1 PILHL:L, FL 34946. deSlgn(adaltruss.com 3x3 II 1.5x4 II 1 2 3 4 3x6 FP= LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.21 18-20 >900 480 TCDL 20.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.41 18-20 >464 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B4,B3: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 15-16. REACTIONS. (lb/size) 23 = 1009/0-5-8 (min.0-1-8) 13 = 324/0-4-0 (min.0-1-8) 16 = 1558/0-8-0 (min.0-1-8) Max Grav 23 = 1013(LC 3) 13 = 362(LC 4) 16 = 1558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2391/0, 3-4=-2391/0, 4-5=-1998/0, 5-6=-1998/0, 6-7=-199810, 7-8=0/346, 8-9=0/346; 9-10=0/346, 10-11=-290/0, 11-12=-290/0, 12-13=-292/0 BOT CHORD 22-23=0/1524, 21-22=0/2801, 20-21=0/2801, 19-20=0/2801, 18-19=0/2801, 17-18=0/1998, 16-17=0/1535, 15-16=-40/310 WEBS 6-17=-525/0, 9-16=-320/0, 2-23=-175010, 2-22=0/1001, 3-22=-278/0, 4-22=-470/0, 4-20=0/306, 4-18=-975/0, 7-16=-2058/0, 7-17=011203, 13-15=0/426, 11-15=-266/0, 10-16=-610/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails_ Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Hun: /.(i2U S Apr 3U 2U1b Print: 1.62U S Apr 3U ;eul b mi I eK Intlustnes, Inc. I hU AUg 13 Ut3:U/:3U 2U1b Page I D: W?quLcORe?LfzLe98RjH4yHM91-KMBvpvX5KxrsyoyyRNH 1 V4g6r7YaynikK9g71 yoK 2I� f-1 i 2-2-0 Dead Load Defl. = 3/16 if 5x6 = 1.5x4 11 1.5x4 11 1.5x4 11 3x6 FP= 3x3 11 3x3 = 3x3 — 5 6 7 8 9 10 11 12 13 5x6 = 5x6 = 3x6 FP= 5x8 = 1.5x4 11 PLATES GRIP MT20 244/190 Weight: 147 lb FT = 0%F, 0%E Warning - Flame 11i ugmymere.the 'A I ROOF IIUSSISi'S111111 GENEIAI THUS A(ONOITIONS(USTDYIRr¢Urfill A(CNOWIEDGNINY form. Verify design pmmneters and mad notes this Truss Design Moving(IDO)and the Round Ymfiner,PA.leferenre Sheet before me. Unless wherm" staled ae the JOB' only MANUEL MARTINEZ, P.E. YifeA rannenor pules shall be mad for the IDD fo be w¢d, dt o imss Desiys Engiveer(i.e. Spetialry Inginenb Ida seal an any IDO rzpretenis an orreplome of Poe profnsional esgineermg mspontrbilily for the design of the single Imss deo*d as the TOO only, ..do, R11. The duiga ossumpfiom, boding tooditions, suilvbirdy and me of this It for Bay Bo Wing is the responsibility of the Owner, the Owner's ouihmieed ayect or the Building Designer, in the modest of the W, the IB(, the later building ode and Rol. the opprorol oflhe TOO nal any lieldme of1he truss,induding haadfireg; 0mroga imiaUotion and boring, shall be the #047182 / !\,,spatfbrifityoltheBarking Wrens oad(omnam,ADmamse.1.the fair ad the Fawkes and gaidows, of the Bodding Component Safea, Infismattims (161) published by VI adSB(Aanreierontedtorlenatolgaldinte.lPlddefinestheopomi1hiliftsan1MesoftheTrussNsignut,Lus,Designingmemand j0019(horBon(ir. -, hon Ymuladmer,uaian otbenise defined by o [oohod agreed upon is writing by oil porNes meolved. the Truss Design FogiseerY XDf tAe ¢uitEsg Migner atTruss System Engineer lot any balding. ID (opnalned terms ore as dehmd in IPI-1. Copyright ©iD15 A-1 Roenrusses- Wonunl Winer, P.L Reprododion of this damment, In any form, is prohibited with wsitien permission From A-11ood Trusses - Manuel hdariiii P.E. Orlando, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6511 EL B A0562125 61684 FL08 Floor 4 1 Job Reference (optional) Al KUUE I KUSStS, t-UK I PitK(.:t, F'L J4y4b, eeslgnLalcruss.com Kiln: t.tmu s Apr su zu io r•nnr e.ozu s mpr ou lu ro ivii i en tnuusules, nru. r nu riuy r uo.ur.ou cu ro ray. I D:W?quLcr?Re?LfzLe98RjH4yHM91-KMBvpvX5KxrsyoyyRNH 1 V4gsDf8QatlikK9g71 yoKl 2-6-0 2-1-12 � 2-3-2i r� 3x3 If 4x8 = 1.5x4 11 3x6 = 1.5x4 II 1.5x4 11 3x6 FP= 3x4 = 1 9 A 4 5 6 7 8 Dead Load Defl. = 3/8 if 1.5x4 11 4x8 = 3x3 11 9 10 11 0 ao 3x6 = 4x8 = 3x12 MT20HS FP= 3x4 = 4x8 = 3x6 = 1.5x4 11 3x4 = 10-94 11-9-4 12-9 4 23-0-6 10-94 1-0-0 1-0-0 10-3-2 Plate Offsets (X Y)-- [14.0-1-8 Edgej [15.0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.41 13-14 >674 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.74 15-17 >372 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.13 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 121 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) `Except' T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except` B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 1481/0-5-8 (min. 0-1-8) 12 = 1481/0-5-8 (min. 0-1-8) Max Grav 19 = 1481(LC 1) 12 = 1481(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3893/0, 3-4=-3893/0, 4-5=-5441/0, 5-6=-5441/0, 6-7=-5441/0, 7-8=-5441/0, 8-9=-3893/0, 9-10=-3893/0 BOT CHORD 18-19=0/2267, 17-18=0/4973, 16-17=0/4973, 15-16=0/4973, 14-15=0/5441, 13-14=014936, 12-13=0/2268 WEBS 6-14=-356/0, 2-19=-2629/0, 2-18=011897, 3-18=-294/0, 4-18=-125210, 4-15=-15/964, 5-15=-333/0, 10-12=-2630/0, 10-1 3=0/1 897, 9-13=-296/0, 8-13=-1217/0, 8-14=0/931 NOTES- 1) Unbalanced. floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 16 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 1, 19, 11, 7, 14, 6, 2, 18, 3, 4, 17, 15, 5, 12, 10, 13, 9 and 8 checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard wasning•Plo- lhoroaghlyaria the 'A.I ROOF TRUSSES rSEIIER1, DENERAI TERMS A(ONDIMONSCUSTOMER reunr?A(UNOWIFoullifir in,. Wily design pommelns and ,ad notes on this Luss Design DsowingTOD) and the Manuel Me,ines,Ff. R-un, Shed before um. Unless othvoh, doled an the TOD, only MANUEL MARTINEZ, P.E. Mild .-dal plates shall be used for the TOD to be sold. As o Loss Detiga Engine,, (e. Spedalty EngineerI lb, ,at as any TOD represents an well-, of the profess'mal eogineeing aespoasi6ihry far the design of the single Loss depided an the TOD only, under FEE 1. The design assumptions, landing aadiliam,, �1 suitability nod use of this Truss for any Building is the respoesi60ity of [he Dew, [he Donorsouihomed agent or the Boddng Designee, in the coded of the F(, the or, Ihdaol b0dia9 rods end TPH. The oppmalof the TOO and or field use of the Truss, indudng handling, doing,, installation and noting, shot] 6, the #047182 esponsibiliryoMhe8u0diagDpignetond(onadof.All notes set min theTDOandtheprattimsandguidelinesoftheBuFlding(omponrnlSafetylnforma0on(1161)publishedbyTplandSB(AarereferenmdfatRomelguldonse.1P41definestheresponsibilitiesanddutiesoflheTrussDesignei,AussDesignlagaeerend 10019 (horlton (ir. TmssM.nfosmmr, ookss of -is, defined by a Conhad agreed upon in w6ung 6,e o11pmNes in,.I.d. The buss Desigo Engineer is NOT the Banding Designer to Truss System Fngineer for any building AO (apNalired teems me as defined in FEW, Copyright ©1015 A-1 Real trus- Manuel Mrs inea, F.E.Repro of this domment, in any form, is prohibited with written permission from A•1 Roof Trusses -Manuel Marini, P.E. Orlando, FL 32632 ses Job Truss Truss Type Qty Ply itd Pac/6511 EL B 61684 FL09 Floor 1 1 A0562126 Job Reference (optional)+; Al ROOFTRUSSES, RUSSES, FORT PiERGE, FL 34946, design@aitruss.com Run: 7.620 5 Apr 3u 2u1 b vrint: /.620 s Apr 30 2015 MI I eK industries, inc. Thu Aug 13 u6:0Y:31 20ib F'age I D: W?quLcr?Re? LfzLe98RjH4yHM91-oYkH 1 FXj5FzjaxX9?4oG 1 HN 1 oFQJJPEsz_uNffyoKr 2-6-0 �7-1�( 2-0-0 r 2-4-2 3x3 = Dead Load Dell. = 3/16 it 3x3 11 3x6 = 1.5x4 11 3x6 FP= 1.50 11 3x3 = 1.5x4 11 3x6 = 3x3 11 1 2 3 4 5 6 7 8 9 10 Ti T9 I9 , W �. 16 15 14 13 12 11 3x6 = 3x6 = 3x3 = 3x8 MT20HS FP-- 3x6 = 1.50 11 1.5x4 SP-- 3x6 = 9-7-10 0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.24 15-16 >927 480 TCDL 20.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.41 15-16 >531 360 BCLL 0.0 Rep Stress Iner YES WB 0.63 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* B2: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-14. REACTIONS. (lb/size) 17 = 1185/0-9-8 (min.0-1-8) 11 = 1185/Mechanical Max Grav 17 = 1185(LC 1) 11 = 1185(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2903/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3466/0, 6-7=-3466/0, 7-8=-2894/0, 8-9=-2894/0 BOT CHORD 16-17=0/1765, 15-16=0/3443, 14-15=0/3466, 13-14=0/3466, 12-13=0/3466, 11-12=0/1765 WEBS 6-15=-337/159, 2-17=-2047/0, 2-16=0/1327, 3-16=-301/0, 5-16=-667/0, 5-15=-268/472, 9-11=-2047/0, 9-12=011317, 8-12=-327/0, 7-12=-875/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 100 Ib FT = 0%F, 0%E bYmoing-Pfnme thvto ably nrir+Ihe'FI ROCnS?RSFStTftlrR j, ,FSIF!(tt551g E CfiS01iIgYS(US1GMpR t-PgyE3'I trBRO'NrtDSImERI' (orm. Yeilyde+ign pmametere and uad nines on Ibh Life Design grawin¢000}ec! IbeNvr._�Yarfmtt, pi.Rrlrrer:eShrrl brims uu. Unlexatl:eriu sr: rd outfie N0, e�p plretmovedm lal—hdbe dfutheIDDtohf.rdkselnngeswv(n'neerre,irdnh Fngaen i�sralar.n I¢Drzuumsanoct muo!the roressionnlenineerin rn ry 5 +'9 F� M 9 ..�g. MANUELMARTINEZ P.E.: F B' d• p 5 t'- M P 7 p g g pansib� iw'he deli vv[,'hrr lelrvudr �ded e;, rs iCg vn ,-rdrrlpl-L hr desi ovuu ons, loc'� rsdiBaet, r ; suilahi5ry vaduse ellfi`s Wulor apB!diagis the reiponsia3ry of!l:c Oyney!hr Ornd's sothmitedngenl orl6e Ru1dieg Designeran the rontest of the lR(.Ihe 1841he locol6uiMinq code ovd lP}I. Ibe opprvrul vithe l79vnd any 5r'd me allhe L:ise,i.^.tludirghnn:ng, slervge,insfopmiov vnd bm<ing, shaRhe the #047187 i '�mfpopu3iliry vi the Ee!Idiny ge45ner a^_dCvrire.^:4'. dll nxtesul of Talk iGg and lbr nMirol ced gnitrfiaesol Me€uild'mg(ompaneal5ahy hdmirerim lRCSI}pu5lisbed by rpl ondSBU arcutenorzd lvrgc !pod.-rcIP4ld:hets titttespuibii,msond v41.16eifnss Deugeajzss 7eseerngieeer onr imff Manuhdoter,unL•sto&raise define:hyafvMnd ogreed np:a in crie56p nfpads tnrvlred T4 irvu Cevgn Fogi;.eer is Ygrfhe Building pnigur er Trust fytlenfngineer lot anybudSag.40fepgo6:edrorrs ero ntde`atdio lR6r, - 10019 (.IIorton(ir. (appighYF'a 1015 A•1 RoolLusses-Mvnue{ Mmtintt,P.E. hpfodudi. e.1h s documtd in my lom, it pohibged hitb }rilitn permission from U Rool Ttunes-Munvv! Mnrtinet,F1 Orlando, fL 32832 Job Truss Truss Type QtY PIY Std Pac/6511 EL B A0562127 -61684 �F`L10 Floor 1 1 Job Reference (optional) Al KUUf- 1 KUJJCJ, r L)K 1 r-ICKI.C, I-L. 34Ua U, UCJ1911(Wa I11 U—s—I I 1-1. .'v �.. �.. , ���........... .. ..Y, ..., •.. .... ..... ID:W?quLcr?Re?LfzLe98RjH4yHM91-oYkH i FXj5FzjaxX9?4oG1 HN2QFQ5JP7sz_uNf ryoKr 2_B-0 1 013-4 Q 2-0-0 0-P4 0 r� Dead Load Defl. = 3/16 it 3x3 II 1.5x4 II 1.5x4 II 1.5x4 II 3x6 FP-- 1.5x4 II 3x3 II 1 2 3 4 5 6 7 8 9 T7 10 11 17 16 15 14 13 3x8 MT20HS FP= 1.5x4 SP= 9-3-10 105-2 1 . 10-3-10 , LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.19 15-17 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.35 14-15 >621 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) `Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-17. REACTIONS. (lb/size) 18 = 1193/0-5-8 (min.0-1-8) 12 = 119310-5-8 (min.0-1-8) Max Grav 18 = 1193(LC 1) 12 = 1193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2928/0, 3-4=-2928/0, 4-5=-3519/0, 5-6=-3519/0, 6-7=-3519/0, 7-8=-2927/0, 8-9=-2927/0, 9-10=-2927/0 BOT CHORD 17-18=0/1778, 16-17=0/3493, 15-16=0/3493, 14-15=0/3519, 13-14=0/3494, 12-13=0/1778 WEBS 5-15=-567/284, 6-14=-563/288, 2-18=-2062/0, 2-17=0/1343, 3-17=-300/0, 4-17=-720/0, 4-15=-345/669, 10-12=-2062/0, 10-13=0/1341, 9-13=-299/0, 7-13=-722/0, 7-14=-348/666 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 102 lb FT = 0%F, 0%E Wmmng-Plemesboloughy Buie.1he'411001 TRUSSES (11111R-I91111AI TUNS A(ONDI➢DNS NSTOX1R rebaR1ACCNOBIED6IAINr form. Verily design po,ouno aedeadootes on Ibis Tmst Design Om.ingiTDO)nnd the ldaooelMmtine;P.E.gelercna Sheet before usa Udess oshenise staled oofAelDg,only MANUEL MARTINET, P.E. MTh mnaedm plmel shall6e oscd for the 100 fo 6a vard. As o Tmss Design Fngiae,, iie. fpesialry Fnginen-A IAe uol on any1D0 upresenh an atteplanrc o1 the profnsionol eagineesing msponsibihry foI the design of the singleTlust depicted on the WD rnly, under TPI-I. The desige ossump0uns, boding mndilion;, suibiirdy and use of this truss far any, Auildiag is the lapunsibilily of the 0aner, the Olrneis authored ogoal or she Building Oesigner, in the romed.1the11C,Th,K. ]be laid building soda and R1.1. The oppemal of the TOO and any field use of she Tmss, Sndedhig baodGng, stemge, inssoilafion and bmaing, shell be the #047182 rzspaosibifdy al the BuDdiog Oefigga and(oohador. Al auto set oatiobe TOO and the Tunisia, and goide6um a; the BuildingCompenem Wei lsdasmosian(B(Sl) published by TPl and SBCA a,. afeaeed lot generafguldunse.TPI•S ddinesthe responsibilities and dudes of she truss Design" Truss Design Tugboats and 10019(hodloo Cir. Tmss Voaufult-1, unlos athiu-mdeboed by o (amid agreed upon in.riling by GO Parishes inoob,ed. The Tmss Design lagineer 11 NOT Ibe Building Design,, as Truss System Engineer far any baiking. AD 0pitalied same me os diNaed in TPI-I. (opyrigbt©20IS A•1 Raol Imsus - Manuel Muslim,P.T. Reproduction of this dommenl, in any Term, is pmhibifed with rlinen permission Tom A-1 Roof Trusses - Manuel Mndinei, P.r. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 FL11 Floor 1 1 A0562128 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:31 2015 Page ID:W?quLcr'?Re?LfzLe98RjH4yHM91-oYkH1 FXj5FzjaxX9?4oG1 HN7QFajJWKsz_uNfryoKr 2-4-15 1 , 2-0-0 2-3-10 t 3x3 11 3x3 = 3x3 11 2 3 3x3 = 4 V, 2 W i i 7 6 5 1 rvA II 1rvA II 3x6 = 3x6 = 2-9-7 3-9-7 4-9-7 7-5-10 2-9-7 1-0-0 1-0-0 2-8-2 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.05 7-8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 43 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 469/0-4-8 (min. 0-1-8) 5 = 469/Mechanical Max Grav 8 = 469(LC 1) 5 = 469(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-547/0 BOT CHORD 7-8=0/547, 6-7=0/547, 5-6=0/547 WEBS 2-8=-635/0, 3-5=-643/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard iYmamg-Psemtt6oraghlyu.iev the*" ROOFTPUSSESrAltir-!, GURAFTEN1iS 6(UNOI9ONS (UilewlCUW)ACI0iDMID UN,lem perily design posamesees and-- notes oe thkItms ONgn MaeigODD) ed the Monti Ranioet,fLhl eu: ShM be!areask. Uoiess e;keresse s? edan thef00, e;}p �Nird roaoe0ot p!almsFaU beaudlot Mt@Oto 6e talid As. bras Omka EAgiaem(te;Spedohylogbteer);!baeat ot.a.y IUD mpmuoh as ntmptwmo!the pro!essionolengiaeninpaspoosibitiry!otthe deuga efae ssglelrssdepidedca';t iOO anE/,eaderlP4i, Fhe design asserp`oas, loc5ng radi6ms, MANUEL MARTINET, P.E. tudobiUty and uskotEh`s irusstoe:ay Osdidingis the tesponsibl?:yal sba 0rnes,th, OvaniaatAotaed sgentmlF.k Oa7i"ag Oa4gnes, in shuoMext of Nre lY(.Ihe lgC, the lmolbmldinq tide oad iPFl.The.0maloilbe TOO end onp NA w of the hos,iet!udisg handalf,ssmp, Emsalletiea and brating, shall be the #047182 lmpons3Sty of lbeltifdingOefigtef5"-d Coots^.,^:'r'. All Atka w;e.F, Ye iOO aAdlht ptAtim c-4 pieerimdibe Euiding(.."Aew Well (ftmenko,11161) pdjrisbkd by rA oAdINA ere t6mr4ed!ergenet}9nid;ca.IOdeli- ft respat94lies od{y;js of r+bNo 6aigm, R-tt Om. bowl and Tmmt!anklatNter, uNtncfberrse deFwed bya(annnn agreed opseia atbicg byAUpairim inra!red r.�a ituu Cedgn Fngiaem is NfitlEe EAUding Oesigkm kt loos Systemfngiaeerlor aoybuil�ag, dlifapitati:ed rmas ate as deed EoTPbI. 10019 fh0 011 rit C1 r, (Apyright`S)1Oi5 A-1 PkoTLasski •NanAkl M1loltinet, P.F. PeptodusGon d IM1is dawme;a, ie any lot., is ptahibited will. wiltr:, permission hee A•T Yool Tmsses • Moneel Nmtinet,P.F. Or100110, FL 32832 Job Truss Truss Type Oty Ply Std Pac/6511-EL B A0562129 '61684 FL12 Floor 1 1 e Job Reference (optional) Al KUUt- I KUbbt:a, rum i rtaln,c, rL a4U40, uestyI I&6 r u Uaub wI t 2-6-0 — 1 ss Huss. ..uwa r.p., we .. .... ..::......�.,.,..e.:....-...... .... ..... ....-..........., ..._. ..._.._� ._ __._--____._ _�_ ID: W?quLcr?Re?LfzLe98RjH4yHM91-GIIfEbYLsZ6aC56LZoKVaVvCyfg22vN?BeewCvyoKr 1-5-3 t 2-0-0 027 1.5x4 11 Dead Load Defl. = 1/8 it 3x3 11 3x4 = 1.5x4 11 . 3x3 = 1.5x4 11 3x4 = 3x3 11 1 2 3 4 Ti 5 6 7 8 � !I 3x6 = 13 12 11 10 3x6 = 1.5x4 II 1.5x4 II 3x4 = 6-11-3 t 7-11-3 -t 8-11-3 14-7-10 9 3x6 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.20 12-13 >863 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.30 12-13 >568 360 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 80 lb FT = 0%F, 0%"E . LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 935/0-5-8 (min.0-1-8) 9 = 935/Mechanical Max Grav 14 = 935(LC 1) 9 = 935(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2058/0, 3-4=-2058/0, 4-5=-2115/0, 5-6=-2115/0, 6-7=-2115/0 BOT CHORD 13-14=0/1344, 12-13=0/2115, 11-12=0/2115, 10-11=0/2115, 9-10=0/1347 WEBS 2-14=-1559/0, 2-13=0/833, 3-13=-324/0, 7-9=-1562/0, 7-10=0/937, 6-10=-311/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard T9aromg•Pltase lhoreaghly lere9 The 'B.l too! 111MISraiU),USUAL HIN16COMMONS MI654RrP.OrHjA(RNOWUNIUINT'Ierm. Rerify design paamelas and tend notes on IN, Dass Otsign NttittgPON.1 the Mood MmtioegKRaftreateshtd WWII use, gn!tssafEt:xist clad an lotIDg, e,9y MANUEL MARiINEZ, P.E. Mnet ranatAor plates s!rell6t aced toe Me fDDlohe slid. Asa Iras06.5a Ingrate P'sr-daily fneieet} the "dually IDgteprettats ao oatptal—I the professionol eogineeringstspansibdily for Gun design ofat asks cssdtpiaed a- It, Mit a*, under Wt. The dtsignessucp7ias,loa5ng wthfiens. !taila6'&yaed oil: WiTsnslotaay 8ci1,64 is the rt[paosSiC:ydrha arnes; Tz Notes aulb ittd ogent at the gm7i"ag anignef; in the anatat of the IRC the ff, the laal bildiagtadt tad TPl-l. rht opp!asa!dtk lB➢e-; aar P:.'d uudSheL ts, ixt eg hoar-'. ,storage, ushpatke and hfatieg, shapbt tht #047182 respontibiftyafthe g-&oyaerg-ttsad(oa3r,;<.;, All Doles III eiiathe Too and the pokesaadguifdv mtsVeto 8ligImpoundsafety lofmmationlg(Slipublished byTPland 5110 eteme(Watgtnera!guitero,iPbldefues7sfespaea:run!esandduEzsollatrNssgoslgnt,irussatsiggFnginarand 10019[hodton0r. I irass Moaufortwey udlssafRttrse deTion, by ofaMratl nyrzed upuntn sn:5eg h7 agpndes htdttd The Tilts Cunha Fagi ee( it NOT the guildiog Designee. TrusssytMen f4fater lot anybailf-ig. All Copitotkedterres are m Et3.=.tdlolPp.1. i Orlando, FL 32832 i Coppighl@laTS A.) tool Lassas•A!anuel ldmtinet, P.E: Reprpdadion of Ibis dotumtOt,;n any tasty, is p+ohihihdwiM yriltaa pmmission from A•1 Rool6usses • Monael Martinet, P.E. 1 Job Truss Truss Type Qty Ply Std Pac/6511 EL B AO562130 61684 FL13 Floor 8 1 Job Reference (optional)e Al I-(UUt- I rcubbtb, I`- UK I Vit:KL t_, M J4a4b, oesignLa-t iruss.com nun: r.ozu s Apr 3u NlD rrtn[: /.ozu s Apr Ju Lu ID mi I eK Inousrrles, inc. i nu Aug to uo:ue:a< <u to rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-GIIfEbYLsZ6aC56LZoKVaVvG7fmM2u8?BeewCvyoKr 2-6-0 1-5-L--I1 2-0-0 00�1 Dead Load Defl. = 1/8 ii 3x3 11 3x4 = 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x4 = 3x3 11 1 2 3 4 5 6 7 8 10 13 12 11 10 9 3x6 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x6"- 6-11-3 7-11-3 , 8-11-3 , 15-0-14 6-11-3 1-0-0 1-0-0 6-1-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.66 Vert(LL) -0.12 12-13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.22 12-13 >821 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014[TP12007 (Matrix) Weight: 84 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 14 = 963/0-7-4 (min. 0-1-8) 9 = 963/Mechanical Max Grav 14 = 963(LC 1) 9 = 963(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2148/0, 3-4=-2148/0, 4-5=-2282/0, 5-6=-2141/0, 6-7=-2141/0 BOT CHORD 13-14=0/1392, 12-13=0/2282, 11-12=0/2282, 10-11=0/2282, 9-10=0/1393 WEBS 2-14=-1614/0, 2-13=0/883, 3-13=-291/0, 4-13=-425/46, 7-9=-1615/0, 7-10=0/873, 5-10=-603/44 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Nmping•Pleoratbr¢rehly ersr lM'0. I40Cr1A6gSF1{'SEttri SEergAl ifRWSragD{IgNS@17CdLFi("F.:�Rri-j1:rM,TMr95ElarX1'Iam. Potiryde+ipn poi¢melert¢ndreud nol4t ort lF.iFlrrx Oesige L4¢rinyQU14 lheMe[cel Nnrline�mildF¢r:,Ilvfbe!ero ose, Unlett ctttt¢iw st ed on lheTgO, e:dy ANUE b I E P.E.t �Wrel mvneAor pMlestall bt nud(a the l0al¢bev¢Gd.A:aT�ss Oea!ge yngp¢u 1ie.; gpcci¢My Fnei¢eah!h:ual¢e¢q l0a repreupts¢n¢rrcphnm of the pmlesion¢lengineming rttpoo3ihiMy lm the detiya olaesingleLpssdepided FF Ms SCa¢nlj,ppdedP4l, the de0go ess¢cp`¢ns,loFSng 1ppolgepf, M LM RTN Z, , !s hMr,l,.au dW.-Oas]or Fay ge',diq is the mponiblya}xt aroer,^tOme's apthorrzed¢gent or th:9mliisg anigur, io the motet¢! Re!AC the MB the ING]huiMingmdeolfl`r].n,ppprpmle!fbe R and any d:d utt¢Itle L:tt,! udeg hodr.4,5t¢rop,(estehrioe and Mxmg, dA be the #047182 reip¢pk6igryojfheg:diey3af.xered(oawep?,fl{efi:Rlutp.f01'se!pBpndlheprFu6e{e4gui:;linesolthe6eilding(ompartemypleylntota�lionlgrAl+publish¢dbylPlpnd$gCA¢rerdemnledhrgener.Iguip;�e,IPI•IdehreS741e5pa:Pe'.Ar=et9odv`9iso]tSeiNFeCe$gnel,irU559tFy'nypginte[and 10019 Charlton (ir. I TN9 Nenuf¢mner, uokssxthesviu defioec hya Gmrpd oy,ad ppa to n:ueg 6ys➢pmfi¢aiavelved i+e iroer C sign Fngi:;ea 6 Nat the Ngdmg Ge0gner ae imss gy9emrng(peer ru ppyMnlSag. t0 f¢pitolcedterr u¢ psde`acd I¢ IP61. (oppight rO1g1f p] R¢¢ILuss¢d-Alpnue]Almtinet. P.f. 4eprodwlipn d It's domn,ect, ip env kr^r, it prphihi<.ed asit5.rrittep permission Irom A•1 gvct Tmsies-Mpnuel Mmtinar, P.F. Orlando, F132832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562131 '61684 FL14 Floor- 3 1 e Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MI I ek Industries, Inc. Thu Aug 13 08:07:32 201 o rage I D: W?quLcr?Re?LfzLe98RjH4yHM91-GIIfEbYLsZ6aC56LZoKVaVvITfuO2wn?BeewCvyoKf 2-6-0 2-0-0 2-7-0 i 3x4 = 1.5x4 II 130 11 2 3 4 3x4 = 53x3 11 ! 1 1 i Bi 0. 8 7 6 3x3 = 1.5x4 II 3x6 = 4-7-2 IF 3x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.08 8-9 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.12 8-9 >813 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 42 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 540/0-7-4 (min.0-1-8) 6 = 540/Mechanical Max Grav 9 = 540(LC 1) 6 = 540(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1240/0, 3-4=-1240/0 BOT CHORD 8-9=0/1178, 7-8=0/1240, 6-7=0/1240 WEBS 2-9=-1242/0, 2-8=-33/312, 4-6=-1300/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Wmamg Plenethrormgbryur,¢aMe'LIROCrrRDSSTij"SEllftj.4fBfpALTE¢Yi6C0.DG19ASCN7DILII('P:;7n'JA(CRD'N!rAlbillirf. .Yerifyd¢sigapmomelnsandreadao!non!FisltossDesi;gCraringODD)eimD,ttiy MANUELIAARTINEi P.E. tofekroaaMmp!alet s"-o0 btgstd is; the TDDlabtuDd.As¢Iran Dtsiggingigeu(.e.; Sptrigltyingntte),!h: uoi so sey IDDrepr:mrdsisoot¢ptonr¢ol the prol¢tsiongl eaginemingmpansibihty!or!h design qt es:agleTsudtp!ded¢a!a TGD ontJ,;ndtrlp4f. ffi<designssuFp ns,fac9ng t.adiannt, , A! suilobility and use of lM fmn foray Rehifngis the"poe011y 0,40voee;!4.onviau! dzed item or!h: Bail6l; Onigov, la the ameat of the IRCthe lRUhe lmal buiiiog tadtond 1phl. Tie apy:arolq#the i00 eal asp Ds':d use of the Gat,!",lu3ag honlCng,s!orae:,insfaUafipe qnd bating, shall befht #047182 lopsesNity gftht l=lGnguei:gaewj(vtr:d4r,All sills of e:'l fn the?00gnd the prgdgesqed guia0nesoDb¢E7i ag;gmp7aeM5ofery l*,.si..PCS!jpubbshed by M-odfR(Ametefm.eeedfor geaetc gu d.:dt.IP!dd:5!as!'t tespa^sLtC�sand Ea'aso}tha fmss 0nigaas,T:uss 4ti rq Enginatond 10019(horlton Or. I Trass Maoufoossin, Wes,mherx;sebeheld bya(oorrad o3me4 opm in wit¢g by of polies b:a1red.T4 No Wiga foginvf is 401 the Ruildiog 0esigoerar Dos Spimfngmtes Is, ay build`ag.All ropitalhed tn:'i meas ee`'ed toML (oppight@ 2013 A-1 tool 6ums-kaogel ldmtiou,1`1 Repradm!ion of!hs datuvwel, c am fad", is A4 Roof Tsussas.14m.l A!nrRnm,M. I OrI0nd0, FL 32832 Job Truss Truss Type 4ty Ply Std Pac/6511 EL B A0562132 61684 FL15 Floor 1 1 Job Reference (optional) Al KUur I rcubst=b, I -UK 1 rltKct, t-l-s4a4b, oeslgn(da-I[russ.com Kun: i.bZu s Apr ju zu15 rnnt:. i.tizu s Apr su zu15 nnl I eK maustnes, inc. I nu Aug I u6:u r.33 zu1 b rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-kxsl SxZzdsERgFhX6Vrk7iSTg2FVnQ59Ql N UkMyoKI 1-11-12 2-0-0 2-4-14 3x3 II 3x3 = 1 2 8 3x6- 7 1.5x4 II 3 3x3 = 6 1.5x4 11 3x3 II 4 5 3x6 = 0 m 2-4-4 7-1-10 2-4-4 1-0-0 1-0-0 2-9-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.08 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 42 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 448/Mechanical 5 = 448/Mechanical Max Grav 8 = 448(LC 1) 5 = 448(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-493/0 BOT CHORD 7-8=0/493, 6-7=0/493, 5-6=0/493 WEBS 2-8=-605/0, 3-5=-573/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Harding • %arse Ihoradgh¢ leimr IWA•t RCCTIRZEStU116R7, WRAI. TINE CCNRITigXS(Nlo%LrR(R61ERi A(KNORGIMIX11mm. YerTp design pmamelert and rend nines an iF.itTrussgetign LYaringQggjnad Ibe xaead nodinet, Pi. Rettrer:;e Shell Dtlate nse. Cnleu atherwiu s7,ed oo Iht TNg, a-1y �Ni(:I rednttlot plates t'^_oA Xtus;dfor lAe@Blo bt roGd. AseTrrss Anigo kngiaeu{i.a; Spnmhy(nexnA lNe stal oe diry@greprzstutt no dtreplorrd o!16e pralestionol tagineming¢tpomibiGry totfi<dtsigz oft rng4Lmshpideda;t!eiCCag. adtrlp4S. lbt dedgn ossusptom,lnc�rg rid'dians, MANUEL MARTINEZ, P.E. taBaMlit(dad n+e aflfestross ltr 7yg:'ingislM,espdesbi5ry tit rF:Orrney i:e Ovnd's aat'uwittd agent orfl:4mlding Xetigner, inlhe tantedl of MelR(.IM1e IR4lhe lnal6ogdidg rode Doti lRFT. TNs opp:urdl el lde@➢edd ony N:tl use aith:Trt;ixludeg baodmg, slmng:, inslallafino Did Mating, sholl be the #047182 I ' respoptibifiry oilht Ra ldine GKl g4tt a.^.d(ortrn:.', All notl of owtintf6 gCoand she ynddketa:d gnirelg5d the Ruildhgcm,rJnenl Salty lnImmmi-p(BRll published by TPl and SR(A#no W mod lorgtnaol guiMme.1P1.1 dehcet;#e«spocti67fYtand:uF?S o1 EAt'luis Cesgaet, tquss:es:yo Engintet and 001 orlon IL I farts Yonufodu¢r, WslsatNtrrhe dtfine by (.end agrttdap. I. vfideg by all pmtits1..Wsd Tte(fon px�igo(ngi?eer it dfiftlre luildaj neugoernirutt 5ytlemfngineerfor ooybnil3ng. All (apingmdlems se dtEe`:d in Rid, 9Ell t E Cdpyrigbt520I5A•1 RoolTrussos-R.aauel tdmtiner, P.E. Reploduffion d IF!s datume;:f, mop Imm, is rohibiled with-fioez -: permittion from A•T goof Trams - Manue) Mprfineq P.F. Orlando, FL 32832 Job Truss Truss Type City Ply EE6 A0562133 61684 FL16 Floor 1 1 �Sid-Pac/6511 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3x3 II Run: 7.620 s Apr 30 2015 Print: 1.620 s Apr W 2U15 MI I eK Industries, inc. Thu Aug 13 08:07:33 2W5 rage I D: W?qu LcORe?LfzLe98RjH4yH M91-kxsl SxZzdsERgFhX6Vrk7iST22GOnQm9Ql N UkMyoKl 3x3 = 2-0-0 2-4-14 3 3x3 = 3x3 II 1 7 6 5 1 Svd 11 1 Sx4 11 3x6 = 2-9-0 3-9-0 4-9-0 7-6-6 3x6 = 2-9-0 1-0-0 1-0-0 2-9-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 (Matrix) Weight: 43 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 473/0-5-8 (min. 0-1-8) 5 = 473/Mechanical Max Grav 8 = 473(LC 1) 5 = 473(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-557/0 BOT CHORD 7-8=0/557, 6-7=0/557,5-6=0/557 WEBS 2-8=-650/0, 3-5=-648/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ftaing•P4methoroaghly te,;,alhe'A.l gOCT 11!lSi[3(iELUt'T,4EkrPR(IIRY16I'm.Vvi!yd0ge poromelea and mad notes on lFjsltuss Design Cwring(Ngjo.;d the 8ae:::!Namne4P•E,Adnen:¢ Sheet beauuse. Unk,id.whest ed on lhefDU, e* MANUEL MARTINEZ P.E. Nifet mmetam pules hit he os:dtor the TUO to ba,.0 1,. lmss pniga lug"n 11.1 Spedohy iaeaea)fhe mat on my INftplwal,anaaeptoan, al the pra!m0mal engineering mpomib'dityler the design aloe shtgielsass drpitled e.=. tat iCU on61,„idrrlP4l. ibz design¢ssurpt»os, lo:5ng ¢adifions, t sullohilityaad umd this Truss tar ay Begging is thems)oaf&EN afthe Ovner,rtieOrnnhaufWW ag.1.1Ile Whe.ag Deslgner,in the molest.1 the lA(, the lK the local bullfrog edeand TPH. The opp",ole!the Pound aayteAus,0the freu,iezl,iegharing,slaug,,iuelol!afion and br,duq, th0 be the #A47181 relpopublbtyd the In''MlgGellg,ereed(0alred., All nateuelVal m.o AGO and the praditelam 9uieltues at Me pmfilm,(ompaneai Slot halwaue,lP(SQ puhlishedby IN ad SKAne id,mxed tar gemml guid.=te, TPH 40: 7¢tmpotsi. r4i andca:esof 6t Truss Cesigamp Nss Win tngim., and �irau kenulanmey unlenefte�rse defined by a Tanttarl ogretd apart in vfirp 6p o0 padies insolved. rw fma [alga Fngseet is NOT the 16.3 gsiseer,r frost fytlem Fogineer!ot anybni!G7g. All f,pita4:ed let.=s are m d,:ked laTrta. 10014 Charlton (it. Pu (ap,right Ofldndo,FL31831 tOISA•1Poo(Lussas-ManuelMmttnez.P.E.Ceaodudianofthisdmomen1,inanytar^,ispehibiledwithwifienpatmissiomfromA•1RudTrusses-ManuelMmlinez,P.F. Job Truss Truss Type Qty Ply Std P2C/6511 EL B A0562134 61684 HC4 RAFTER 44 1 Job Reference (optional) n -t Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:33 2015 Page ID:YwMtazYTmRGkHb8J_pTy?Kyn003-kxsl SxZzdsERgFhX6V rk7iS Wh2L5nSc9QINUkMyoK 2-9-5 2-9-5 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014frP12007 2-9-5 CSI. DEFL. in (loc) I/deft Ud TC 0.35 Vert(LL) 0.02 1-2 >999 360 BC 0.00 Vert(TL) -0.01 1-2 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5'oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 93/Mechanical 2 = 93/Mechanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces Be MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 1, 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP Weight: 4 lb FT = 0% rimniag- Pteau thoroughly review the'A.1 ROOF TRUSSES r5N 1FR'j. GINERAI TFRMS A (ONOITIOAS (OSTOWR ('MUTER? A(ANOBtPDO Lion -form. Manny deign parental em and mad owes au this Trans Orign Droving (NU) and the Monuel Morons, PE War —Sheet before use. Unless eherwim dated an theTOD, only Yilel moaedor plot,, shall be red for the iDD to be soliA.A,.has, Design Engineer(i.e, Spedabir1.0-1 the -I an anyTODmpre-is a a rtmplaorc of the prohssional eagram,lall mrpoasihilily(ar the design al the single Truss depid,d an the TOO Only, center TFbl. The design essampfians, laadf,g tondinaa., MANUEL MARTINEZ, P.E. ,.hbrity card us,o1 this itrs for aoy lidding is the r,sporlbTtr of the Owner, the Ornm'aoothoisedagoal or the euildmg lhnpm, in the <acted dthe W, the 111(, the Intel building and, and TPbl. The apparel of the TDD and any field re of the %,,, iatbding bondrmg,damge, instaUafiea and bmti�,sbell be the #047182 Irespomibihtyofthe RuUdingOmigotrand (trucatr.All colts seone inthe 00 ad the pmdlmoadgoidthats.1the guilding (ompere.1Way Information (R(SI) published byTPland SR(Aare saturated far gas eraIpidome.TPI-Tdetinnthe astnamibiGtitsand dutiesofthe Trussgesigaer,TmssDesign Engineer ad 10019{horlton(ir. Lan Manatadmm, Dotes, wb- se refined by o Concert agreed upon i, rdting brad) pmde, i... 1,, . The irr, DedgnF,gineer h NOT tha guilwng Oesign,r or Lou System [ngimm for any Wiff g. IN l ophobud lmme me Method oed MPH. Copyright©IO15 A -I RooT busses- Monuel Mndiner, P.r. Reprododion of this d-crept, in any form, is prohibited With written permission from A-1 Roof Trusses- Manuel Market, P.r. Orlando, FL 321132 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562135 61684 HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 1.62U s Apr W 2U15 Print: /.62U s Apr 3U 21.11b MI I eK Industries, Inc. I hu Aug 13 1.16:1.1/:34 201b rage ID:W?quLct?Re?LfzLe98RjH4yHM91-C7QQfHabOAMIRPGjgDMzfw?ieSfLWvElfy7l GoyoK 2-2-15 12-6-151 4-10-10 r 2-2-15 0-4-1 2-3-11 1.5x4 II 1-9-7 4-10-10_ 1-9-7 3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.04 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = -22/Mechanical 4 = -67/Mechanical 5 = 251/0-11-0 (min. 0-1-8) Max Horz 5 = 71(LC 4) Max Uplift 3 = -111(LC 11) 4 = -105(LC 11) 5 = -328(LC 14) Max Grav 3 = 28(LC 4) 4 = 75(LC 14) 5 = 263(LC 11) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-178/254 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.25 plate grip DOL=125 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=111, 4=105, 5=328. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 III down and 37 lb up at 1-4-9, 20 lb down and 37 lb up at 1-4-9, and 51 lb down and 107 lb up at 4-2-8, and 51 lb down and 107 lb up at 4-2-8 on top chord, and 18 lb down and 42 lb up at 1-4-9, 18 lb down and 42 lb up at 1-4-9, and 23 lb down and 64 lb up at 4-2-8, and 23 lb down and 64 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (Ib) Vert: 9=74(F=37, B=37) 10=102(F=51, B=51) 11=7(F=4, B=4) 12=88(F=44, B=44) Warning -no..rhomegh(ymeiewthe 'AI poor TRUSTISI-SH1111*h6INIRA1TERIASA(ONDITIONSCUSTONIR('01it!A(RNOWI(ODI9FNr[arm.Ynifydesign painso. . adreadnoteoothisTromDesignDmemg(ND)andtheMean,]liomom,FLIde-orSheetbeforea,,.Unlessot-isestatedoatheIon,onty MANUELMARTINEZ P.E. ld monetto, plates bull be mad for the TOD to be solid. As a Lass Design Fngieen (i.e. Sp,d hr logineart the -11an any TOO mp,esents an suatptame of the professional eegi-sing m,pnnsibility for the design of the single Truss d,l an [be TDO only, under TPbl. The design a,aumpfians, boding rondifioat, suaabifity, a ad as, of this Gus, for any Ruldng is the respoosibOdy of the Owner, the Owner's volhalmd a goal ar the Roilding Designer, in the counsel IR(, The III, the total building rude and TPid. The opp,orol or the TOO and any field me aflhe imss, imludinghaadlige Cage, installation and Inning, hall be the #047102 A!" mtponsibililyoftheBuildingDesignerandConhadar.Allnotes,IoutinthelDOandthepmnite,andguidelinesoltheguildingUrrpunelMaryhrfarmolion(1161(publishedbyTPIandSR(Aareid-nmdfargeneralgutdonte.IPI•IdefinesthemsponsiblhfietandduietoftheTrust0,Ogre,,Im,DesignEngineerand 10019(horlton(ir. Goss tlonuradumL unlessoMmne deNaed byoCommaagreed upon in writing Dr o0 pos0esineolred. theTmss Design Faglnee,1, NOT the Ruitdiag Designer or Trust System Ings, r(a,an(building.AD(apdaliad tetras are as defined in IPI.1. Copyright @1015 Ad Roof Trusses- Manuel Mmtinen, P.I. Reproduction of this domment, in any finer, is prohibited with written permission Gem A-1 Roof Tiasses, - Manuel Wines, P.F. �FIOOdO, FL 3T632 Job Truss Truss Type Qty ply StdPac/6511 ELB- A0562136 61684 HJ3E Diagonal Hip Girder 2 1 Job Reference o tional , Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3-1-0 3-1-0 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:34 2015 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-C7QQfHabOAMI RPGjgDMzfw?g 1 SbmWvUlfy71 GoyoK 5-10-11 2-9-11 1.5x4 II 1-9-14 2-9-2 3-7-9 6-0-13 1-9-14 0-11_4 0-10-7 2-5-4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.04 4-5 >895 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.04 4-5 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.07 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 8/Mechanical 4 = -25/Mechanical 5 = 270/0-3-8 (min.0-1-8) Max Horz 5 = 88(LC 4) Max Uplift 3 = -24(LC 3) 4 = -57(LC 11) 5 = -271(LC 14) Max Grav 3 = 45(LC 14) 4 = 62(LC 14) 5 = 270(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 5=271. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 37 lb up at 1-4-9, 20 lb down and 37 lb up at 1-4-9, and 77 lb down and 70 lb up at 4-2-8, and 127 Ib down and 177 lb up at 4-2-8 on top chord, and 18 lb down and 42 lb up at 1-4-9, 18 lb down and 42 lb up at 1-4-9, and 63 lb down and 31 lb up at 4-2-8, and 95 lb down and 105 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 9=74(F=37, B=37) 10=157(F=70, B=87) 11=7(F=4, B=4) 12=48(F=-22, B=69) Weaning. Please theaoeghly review the'A•S RDOFIRDSSES rSnlER1. OENERAI TERMS BfONC)lIOM OISIOMER I'dDTfA'fA(rNOWIEDDFMENPIorm. resilyd0gnpomnelvs andread at,, oathi,Tmss Design Ocowiegit and The Mauel Mmunn,P.F.gefe¢naesheet belowuse.Untmsescheats, staled ..the TDD, only A67eAmnn,dmpld,sshagb,osedfmlh, TDDiabevaOd. Aso Loss Design Engineer(,,., Specialty Fngimul The uat on any TDD represmis on,aeptanm of the p,ofnsmol eagioeeimg mpoeoNlity far the design of the single T,uss depiddoa lb, TOO only, and,, SET]. lAe design msumpfiom,laod�ng eondllioos, MANUEL MARTINEZ, P.E. Asaifeblydy and ase of this Truss for any Bolding is the miaosibDdy ohhe Genar, The Ow 'samhoriaed agent a, TheOdd'mg Design, in the ranted oftbe ll(, the lBf, The Tamlb0ding sod, and TPAI. The opprmolaf lb, TOD and any field we ollb,TTas,, including bandgng,d.oge, instolhtian and bradng, shalt be the #047182 ' mpamibilinroftheDuildingDesignerandfostr4dar.AllnotessetoutinTheTDDandthepranlrmandgeldtfimoftheBeilding(ampon,msafetylnlotmotim(R31)publishedbySEEendSB(Aofn«f.enadforpowdguidome.7Pldddine,If..spoafWhlimanddufi.oftheTramDesipv,7mssDesignEngiteetend 10019(horllonCir. Iran Manutalmer,uoless otherwise defined M o (,mean agreed upon is writing hr all po,tles imalred. iAe Inns Design Eagme. L XOI fF,, Building Oedgner m Leas System Engineer lac ooy buiid'mg AD (apbaAred Inms me os defined in IPI•I. (opyfight©201S A-1 Roof Trusses • Manuel Mortiner, P.f. Reprodedion of this domment, in any fo,., h prohibited with w,ittea permission ham A-1 Real Trusses -Manuel Mmliner, P.F. Orlando, FL 32832 Job Truss Truss Type Oty Ply Std Pac/6511 EL B A0562137 61684 HJ3L Diagonal Hip Girder 1 1 It , Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:35 2015 Page ID: W?q uLcr?Re?LfzLe98RjH4yHM91-gK_otdbD9U U93ZrwEwtCC7Xs?sOiFM6RucsboEyoKl 2-6-0 4-2-3 9-a-n 1-9-9 Le(4 11 4-2-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 168/Mechanical 2 = 316/0-10-15 (min.0-1-8) 4 = 69/Mechanical Max Horz 2 = 101(LC 14) Max Uplift 3 = -133(LC 6) 2 = -284(LC 4) 4 = -1 (LC 6) Max Grav 3 = 168(LC 1) 2 = 316(LC 1) 4 = 102(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=133, 2=284. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 57 lb up at 4-1-7 on top chord, and 23 lb down and 45 lb up at 1-4-9, and 23 lb down and 45 lb up at 1-4-9, and 46 lb down and 0 lb up at 4-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 3=-72(F) 4=-31(F) 8=52(F=26, B=26) PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% Wmmrg- Please latunghly avhas, ?be 'A.1 go OF iBUSSFI('SFIIFB'). GURU RIMS I(ONORIONS(U1101d1R raU1FP? A(rNOWIF)GFA1fN1`Imm.Yerdy design pmame-and read notes oa MR Russ Design Drnring(TOD)aad the ManuelMmfiues, F.I. Refnmm Sheol Wfu use. U.le,s mhenise slated ae the TOO,anly MANUEL MARiINEZ P.E. /!\IASlek umm.r pldes shall be used In, the TOP. be vslid. ds o Lan Design fnpinaer Ciao-Spedalry Engineerj,these.lan any 100 npfesents an os¢plan,, of da, pr.fnsi.nal engineering ssp afbility fur thedesign al the single Tass depicted on lbeT00.nly, under TPSl. the deign atsumpfianG l.admg s.adifi.a, ,0.hGlr oad use al this Truss to, Building is the mfunnsibilily al the O.so, the Ones,,aulhmned aSent ar the 90ding Designes,In IT. ..text of the R(, the off, the basal Wilding rode andTPld. The upp... 1.the TOO and any field use of the Titus, inrlufmg handling, sfaage, in9ollofian and brining, shall be the #047182 resp.asibihry of lbe Bmldiag Desigger.adC.nniador. All not,, seloat in the TOD and the passive, and geidclines of the Building(oaiponmt Sday lnlmmmion(MIST) published by TPl and SP(A.,, absented for general gaidona. lPld defines the respomihiDfin and duties of iheTmss Desigea,Re,s Design Fngiattr end 10019(horlloo(it. fun,01 .dad-u, unless otherrise defined by. Canniest agreed upon in rrffing by allperilm inn.Ned. The Truss Design fagiaeerls NOT lte Building 069w as T.ss System fugineer fat any building AD (apimiited Inms.m os defined in iPl•I. Copyright © 2015 A.) Real Tassel -Manuel Martinet, P.L Repadudfon o1 this it—ent, in any loan, is prohibited with written permission from Ad Pool Trusses • Manuel Madiney P.L Orlando, FL 37832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562138 61684 HJ4 Diagonal Hip Girder 1 1 Job Reference (optional), e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 2-3-4 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:35 2015 Page ID: W?qu Ler?Re?LfzLe98RjH4yHM91-gK_otdbD9U U93ZrwEwtCC7Xvhs?sFMjRucsboEyoKt 4-2-14 1.5X4 II to 0 m so mIL LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 22/Mechanical 4 = -20/Mechanical 5 = 292/0-10-15 (min.0-1-8) Max Horz 5 = 61(LC 4) Max Uplift 3 = -20(LC 6) 4 = -20(LC 1) 5 = -236(LC 6) Max Grav 3 = 22(LC 1) 4 = 40(LC 7) 5 = 292(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=236. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 37lb up at 1-4-9, and 20 lb down and 37 lb up at 1-4-9 on top chord, and 18 lb down and 42 lb up at 1-4-9, and 18 lb down and 42 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 9=74(F=37, B=37) 10=7(F=4, B=4) Nmniiy-Pimse ibmoagbly wrier she'A.1 ROOF TTRMS A (ONDITIONS NSIONFR rBDYFR'I A(CHOWINDEMFNr'tmm. Wily design pammders aad rend Dotes as this Truss Design Dmriog 11100gand the Manuel Martine; PE Refe¢nse Sheet Wore use. Ucless olhervise stated on the IQO,only Telmneertm plates shop be usedfor the TOD to be mud.Aso Loss Design Fngioen(m, Specialty FnglneWx the tealao any IDo represents annnepterseafthe professional engineering responsihifiryfor the design of the single Truss depirtedoa theTDo only, under TPLl. lie dauge-aaahons, bodies condifines, MANUEL MARTINEZ, P.E.saitoblBty gad are of this fro"to, any Building is the mspmoilily of the DrneG the Ovn6 athoohed ogee or the Building Designer, In th mnlem of the 11c,ThefB(, The Wall balidiegrude and TPld. The opprorol of the top and any field use of the Truss,isduding haodDag,stamp; fnstollmfan and bsodm�, sA.0be Qk #047182 A!"i responsibifly of the Belding Wiper endContactor. All notes set win The IDDend the pranittsand grde0neto}Ibe Building(omponeasScee{rin!ormolion(R61Jpoblished By Rl andf@(A ore sdercnttdtor geoemi guldonte,7Pl-I dcFnns thergpoasibiGtietond dufiu atlbe Truss Designer, cross Ocs'ryn rngmeer end 10019 Charlton (ir. Lass Mooulodmer,uelett otherwise defined by a Conuortagreed upon in ailing by all Towles m..lead. Ike Truss Design 6glismis NOT the Building Designer or Truss Symcm login eer for any buildag AO (apf alned lams an, as defined in TIM. Copyright ©2015 A-1 Roof Trusses- Manuel Muslim, P.r. Reproduction of this domenent, in any form, is prohibited rith written permission from A-1 loaf Trusses • Manuel Alartinee, P.r. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562139 61684 HJ5 Diagonal Hip Girder 1 1 � Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:36 2015 Page ID: W?quLcr? Re?LfzLe98RjH4yH M91-9WYA4zbrwnc?hjQ6oeO RkL4x5GG0_o3b6Gc8LhyoK 2-2-12 -- _,_ 4-7-0 8-10-12 , 1.5x4 II 1-9-4 8-10-12 1-9-4 7-1-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.07 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.06 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 28 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 155/Mechanical 4 = 34/Mechanical 5 = 296/0-11-0 (min.0-1-8) Max Horz 5 = 129(LC 4) Max Uplift 3 = -165(LC 16) 5 = -350(LC 14) Max Grav 3 = 155(LC 1) 4 = 80(LC 3) 5 = 296(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-334/515 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=165, 5=350. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 37 lb up at 1-4-9, 20 lb down and 37 lb up at 1-4-9, 51 lb down and 107 lb up at 4-2-8, 51 lb down and 107 lb up at 4-2-8, and 44 lb up at 7-0-7, and 44 lb up at 7-0-7 on top chord, and 18 lb down and 42 lb up at 1-4-9, 18 lb down and 42 lb up at 1-4-9, 23 lb down and 64 lb up at 4-2-8, 23 lb down and 64 lb up at 4-2-8, and 8 lb up at 7-0-7, and 8 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 9=74(F=37, B=37) 10=102(F=51, B=51) 11=25(F=12,B=12)12=7(F=4,8=4)13=88(F=44, B=44) 14=13(F=7, B=7) Worning -Plese tharooybtyTeri,,?he 'A-1 ROOF IROSSIS rSF111Rj, GINFRAI FIRMS R(ONDITHIM VISTOMIR('81101 A(NNOWIFDGMENT'Form. Verify dasign pommels, and red rotes an this I'mDesign Ding 000) and the Noted Illation, I'Llefe-.9eetbefore use. W., mhnrise sorted or the Too, only MANUEL MARiINEZ P.E. t�AOleN toonedor pima shall be osed for The 100 to be odd. A, ohon Oesigo Fnginxer (ie. Spedalry Fngmeerl lhe,el on ooyTDO rcpreunit on aaeptonte of tM1e pmfe,sional eyiaening mpootihility For the design ai the tingle imss depicted oo the ND only, under 1P41. @e design ossumptions, boding roodilioas, suitdi6q and use of this Tans for Tray Bonding is The,esgmibMq of the Owner, the liners aulharited tint or The gelling Designer, In The mnteq el the lR(,the K, the Toml building sofotd TPid. The opp,oral of the TOD and any field use of The Truss, i,nluding hoodhng.storage, imtollaSoo and bmsing, sholl bt the #047182 O respiribDityo the Bmldig062nerandControdor.ADootnset ootioThe Too ondthe pwiusrod goldelinesofthe Boilding6reponamSafetyhfurroinjR(SI(publishedbyTHred SKAwo ;of ncored 6,Roo eraIVidon¢.V1.1 Motorther,,porribTfiesrdMe,oftheTrustDesign,,,lmssD,sig.Infloee,ord (0019fhorlfon(ir. T,r„Nonufaft,n, unless athnrim defined by a roanod ogreed upon in r,iting by a0 pmtfes mmhed. The Irma Design foginen 1, NOT The Buflding Onifira or huts System foginnr to, Troy building. AD (opbdired Imm, ore o, dehned in IPI-I. Copyright @ 2DIS A-) Roof Trusses -Wood dlTrdim, P.F. Reprododion of this d—rot, in any loan, is prohibited with written permission from A -I Roof Trusses -Armed! Martinet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562140 61684 HJSL Diagonal Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mil ek Industries, Inc. I hu Aug 13 08:U7:36 2U15 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-9WYA4zbrwnc?hjQ6oeORkL4zOGHe_pMb6Gc8LhyoK 3-11-0 7-0-2 3-11-0 3-1-2 2x4 LOADING(psf) SPACING- 2-0-0 CS1. DEFLL in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.11 4-8 >735 360 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.15 4-8 >543 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141T"P12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 157/Mechanical 2 = 441/0-10-15 (min. 0-1-8) 4 = 68/Mechanical Max Horz 2 = 142(LC 14) Max Uplift 3 = -137(LC 16) 2 = -459(LC 4) 4 = -58(LC 5) Max Grav 3 = 169(LC 11) 2 = 441(LC 1) 4 = 97(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-738/738 BOT CHORD 2-10=-820/783 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 3=137, 2=459. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)18 Ib down and 28 lb up at 4-2-8, and 14 lb down and 22 Ib up at 4-2-8 on top chord, and 83 lb down and 45 lb up at 1-4-9, 83 lb down and 45 Ib up at 1-4-9, and 50 Ib down and 14 lb up at 4-2-8, and 48 lb down and 18 Ib up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 8=52(F=26, B=26) 9=50(F=22, B=28) 10=-12(F=-9, B=-3) PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% Whaing-Fit— 0..ogbly..via the 1.1 ROOF 1ROSSFS I-SCII017.mint TIRASN(ONDITIONS(11STOAFRI'BInfP1 AUNOYOFUDEAFNT'In- Verify design pommefers and tend notes an this Lust Design Ding Pit) ad the Naoel Aurone;Pi. Belnenrc Steel Was, use. Oaks, otheaim staled on the TOO, only '�Aileh sonnedas plNes shall be used la the lDD to be valid. Asa Tress Design Engineer(e.,Spdary hgiaenj, IheuolanonyTDD rcp..senlsanac..plonte ofib, prokssianol o9knetin9 responMiry in, the design of the single buss depid,d as the TOO anly,underTPl-l.The desige outnaph.as, loading wdilions, MANUEL MARTINET, P.E. tatobifityeodusealthis Ties, In, any Balding isThe mp-ibiityoftheooaer,lM1eDnndsohoredogealortheBuldingDarignegintbemnfedofbelRGtheIB(,Ihelomlbudd'mgrodeaedlPLl. The Dpptasolofthe TOO aadnot Field usedib,Ttots,tndudiogheedfing,st-je,instollofionand braeing,shalt bethe #041182 retpensPvirdy of the BoildlogOnigverond(oatrasror. An oofn set ool inttelDD andihe pmnirzsond grdelines atthe Buitd'mB(octponenf Sdery lnformotion lBC54 published hyWl and SB(A ma refunnted Por genewl galdoate.TP1.1definer the..speosibififies and dubs of the Truss Design,; Loss Design Engineer and 10019(borlton Cir. Lun AanukAmer, netns altenia, defined by a 6nund agreed upon to ding by all pmtts i— eed. The Iron Design Fagloeet is NOT The Building Dalgnnr or Tess System Engineer lot any building. All (opeolimd Isms ate nt defined in TPId. Copy igbf ©2015 A-1 Roof Trusses- Aonuel Atanine; P.T. Reproduction of this do aaaw, to mg. form, is prohibited with wrhtea permission tram Ad Pool Tresses - Manuel Martinet, P.T. Orlando, FL 32832 Job Truss Truss Type O i'— Ply Std PaC/6511 EL B A0562141 61684 HR Diagonal Hip Girder 4 1 4 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: /.620 s Apr 30 20i 5 Print: 7.620 s Apr 30 20 15 Nit I eK Inumirie5, Inc. r nu r+uy io uo.ur.ov cu ro rage --" 401GHw_olb6Gc8LhyoK Dead Load Defl. = 1/16 it N 1.5x4 11 3x4 = 1-9-7 0-5-8 4-3-9 - 4-0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.06 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.10 6-7 >950 240 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(TL) -0.05 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 228/Mechanical 8 = 360/0-11-0 (min. 0-1-8) 6 = 217/Mechanical Max Horz 8 = 153(LC 4) Max Uplift 4 = -226(LC 7) 8 = -376(LC 14) 6 = -98(LC 16) Max Grav 4 = 228(LC 1) 8 = 360(LC 1) 6 = 221(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-287/138, 3-13=-279/156 WEBS 2-8=-244/332, 3-6=-273/237 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 4=226, 8=376. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 37 lb up at 14-9, 20 lb down and 37 lb up at 1-4-9, 51 lb down and 107 lb up at 4-2-8, 51 lb down and 107 lb up at 4-2-8, 44 lb up at 7-0-7, 44 lb up at 7-0-7, and 58 lb down and 97 lb up at 9-10-6, and 58 lb down and 97 lb up at 9-10-6 on top chord, and 18 lb down and 42 lb up at 14-9, 18 lb down and 42 lb up at 1-4-9, 23 Ile down and 64 lb up at 4-2-8, 23 lb down and 64 lb up at 4-2-8, 8 lb up at 7-0-7, 8 lb up at 7-0-7, and 36 lb down and 3 lb up at 9-10-6, and 36 lb down and 3 lb up at 9-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=-70, 5-9=-20 Concentrated Loads (lb) Vert: 12=74(F=37, B=37) 13=102(F=51, B=51) 14=25(F=12, B=12) 15=-117(F=-58, B=-58) 16=7(F=4, B=4) 17=88(F=44, B=44) 18=13(F=7, B=7) 19=-53(F=-26, B=-26) Kenning-Pleasethaoagblit, kvthe 1.1R001' TRUSSES (IfIlIR't6INERAlHIMSR(ONOMONS(USTO4ERrBIffill" Minim HISMINT,form.verilydesignporametenandrendnotesnotbuarmsDesignDmciog(rOO)endthe4nnuel4mfiou,PERole—,Sheafbelemme.UnlessotherviseslatedastheIDD,only MANUEL MARTINEZ, P.E. 4ilaA ronnedor proles sM1aD k used for the IDD fo be valid. Aso Ti.. Design Fngineer (i.e, Spetialq Ingineu), the seolon any TDO represents on asrepleere of the professional eogmee htg tip wbilily for the design of the single Truss de0ded on the IDO only, under TV 1. The design assumptions, leading conditions, sunahifty and ose oftNs Muss for ooy Building is the respoosibirrty of lha Dener.Ihe OWneisauthoriud ogeat orthe Building Ouigner, in the conleaf d, the lR(, Nrc IB(, the loml banding code and iPf-I. The approval al the IDDond on}fielduu of lherruss, including hooding. dosage, instotlatian andbmting, tholl be the #04T182 /!\p runsibiriityofthe goldingDesigner end Conflortor. Ali nomselout inTheTDOand the praoiros end gdddiaesoftheBoildigComponenlSofetyl�dormation(RC51)puflishedbyWlondSg(AareRlerznsedforgeneralguidome.7P41definesmeresponsibilifesonddrtiesoflhelmssDesigoer,LmsDesign(ngncerond 10019(horlt0n(ir. hou 4onutwlumr, aurae oMervise defined by o ConOoct agreed opoo in Wilting by all porrles mralred. The Iruu Oedgv Fagineer Is NOT the Boildlag Omlgaer or Tress Syslem Ing,eeer for any building, All (aphorised Isms me as defined in M-1, (opyright© 201S A-1 Roof Lasses-M.—I Aadinm, P.F. Reproduction of this demmenl, in any lom, is prohibited With wrifte. permission ham A-1 Roof Tmsses-Manuel Mostinm, P.L Orlando, FL 3T831 Job Truss Truss Type OtY Ply Std Pac/6511 EL B 61684 HRL Diagonal Hip Girder 5 1 A0562142 Job Reference (optional)y r Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:37 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-di6YHJcUg5ksls_I LLvgHYdAngd2jC2kLwLht7yoKr 1-10-10 4-5-11 8-7-14 1-10-10 4-5-11 4-2-3 U4 = 3x6 = 4-5-11 8-7-14 4-5-11 4-2-3 Plate Offsets (X,Y)-- r6:0-1-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 39 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 152/Mechanical 2 = 485/0-10-15 (min. 0-1-8) 6 = 264/Mechanical Max Horz 2 = 166(LC 4) Max Uplift 4 = -125(LC 4) 2 = -362(LC 4) 6 = -100(LC 16) Max Grav 4 = 152(LC 1) 2 = 485(LC 1) 6 = 264(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-781/359 BOT CHORD 2-7=433/739, 7-13=-433/739, 6-13=-433/739 WEBS 3-6=-765/448 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6. Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 4=125, 2=362. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 lb down and 28 lb up at 4-2-8, 18 lb down and 28 lb up at 4-2-8, and 28 lb down and 60 lb up at 7-0-7, and 28 Ib down and 60 lb up at 7-0-7 on top chord, and 23 Ib down and 45 lb up at 1-4-9, 23 lb down and 45 lb up at 1-4-9, 3 lb down and 14 lb up at 4-2-8, 3 Ib down and 14 lb up at 4-2-8, and 21 lb down and 4 Ib up at 7-0-7, and 21 lb down and 4 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-9=-20 Concentrated Loads (lb) Vert: 3=56(F=28, B=28) 7=-5(F=-3, B=-3) 11=52(F=26, B=26) 12=-55(F=-28, B=-28) 13=-41(F=-21, B=-21) F'mning � Plmse tM1aioeg6ry aeier ibe'A1 RDO(IDIISS6r5!(IH'I, GTNTRAI TFAMS B CONDITIONS(OSiOtlarBNER13(YNOWIFOGFtl[NI'larm. Yerdy design pammdms and read notes oa this truss Design Dmrmg 1100)andtAe 4aaud Norene=, Pl. Befnenm Sheel hetare use. Uakss olherrise sfined on the IDD, anty iloR ncnoenor poles sel be meorlhe TDDln evehd.AsoTmx Design faginem(e,Speelalry Engine), the seat an any TOD represems nnotteplonu of the pralcxionalengioeeriag mspondbiliry for the design ottF.e single Tress depicted onlbe ND only, ender iPl-1. the desige assumptions,boding mndi0ous, UEL MARTINEZ, 1`1 saita6iTdr uad use of this Truss for nary Building is the respooeibiliry of the Near, the Drner',whmaed agent or the Building Designer, in ih moteit of the IR(, the lB(, the Intel huild'mg(ade nod TPbl. The oppiaroI of the TOD and any field use of the Truss, ioduding handrmg,do,age, inslolle8an and boating, shall be the #047182 A!" respnnsibiq of the BaOdiogOnigna ond[onhatroi AD nolcs serwtio Ore iDO and the pmnittsond geideimetoftlu Bo;Idiog(omponeni5ofery l�dormatian(B61iPuhrished by Rl and S@(A era relerenmdfor geaerolgaidoore.IPtd defines thrmponsib0ities end duties of the Truss Designet,lmts Design Engineer 1OO19 (horllon (ir, box tlanutadmer, oelets otherriudefieed by a (ommp ogroed upon in rotting by all portle ioaolred. The Trust Oedgn Ingle- is N01 Dun Building Negre, m Loss System Tngmeer for any handing. All (aphelimd lams me or defined in IPId. Copyright@ 7015 Ad Real 7nassee- Manuel Martinet, P.I. Reprodostion of this dorumenl, in any Imm, it prohibited with mitten permission from A-1 Roof Losses - Manuel Martinet, P.L Orlando, FL 32832 Job Truss Truss Type QtY Ply Std Pac/6511 EL B A0562144 61684 HV9 Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 ZU1 b Print: 7.620 s Apr 30 20i 5 Mf i ek industries, inc. f nu Hug .f 3 uu:uy:3y zu id rage ID:W?qu Lcr?Re?LfzLe98RjH4yH M91-di6YHJcUgSksls_ILLvg HYd4PgVyjGbkLwLht7yoKr 7-2-8 _ 8-0-0 , 7-2-8 0-9-8 ' 5x10 MT20HSII 3x4 = 4 3x8 3x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) n/a - n/a 999 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=125, 4=165. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 = 311/7-11-4 (min. 0-1-8) 4 = 311/7-11-4 (min. 0-1-8) Max Horz 1 = 131(LC 6) Max Uplift 1 =-125(LC 6) 4 =-165(LC 6) Max Grav 1 = 311(LC 1) 4 = 311(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-214/374 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ''_d rmser;oohy toinlbe•Ai RDDrn ad fit lmsotsgn SnosigODDjeatheNoercet-.n D MANUEt MARTINEZ, P.E.kaing. Mileh soaoedoe Alatm s:^.oilbt at:dfm Me rAOlo6nofid. Atafirms Aoiga Engineer (u,,;pttioNyfng cutthe seal ao any IDo taprtents ao attephnte o; 16e prolessionoleaginee!ing,upansibiAty iw;hdniga of'hesatgltI—depidedo.totoil anly,codalP4f. the design aturp`"oas, (ocWng madi8ont, ad of@6fs". lot any Se -Ming n the emaoosarsyafit 0inam,the 0—f, aathorBd og eaw1beAoifesg9edgner; fo thesalat of th.1X 1h.11C, the total building soda and l➢1.1. the afotaal of the TO and any ikd useefth,6ss,Ldndng baaemg, dorace,iusmDmioa and braung,shaAbelhe sross #047182 doitobIty mspons3Tty at the raildiag SeFgaert""dCarfeedp, All Was sel at9in the-10D and lht p.oh, cod 3weiroes of the ruilb,ranpanenfSafety Ith—an(161)pablisbed by TPl and SKAnro teieleomdin, g!ne,al gnidoste, IP41 de'ices`e rzspotsiFiaiesanddfesol foe trays Desfgaer,Tmss oeagn fagwet and 1oot9 Chorlton [fir. konandm!e, unless othavbe defiard by o ranrtad ogreed spa in+stieg 6y ail patlies ineaived Lx imss &�iga Fngiaeer it Dfii the Aulldiog Dtsigner ne Trutt fydem fog(ne!t for nay building. All fepitoli:edtel?•s ara ns de.`+..=!din E➢1.1. Hondo, FL 32832 Copyright@ 2015 ad Roof Dams -stand Mansions, PL Rep,ododion ad iks dotum!af, in eny hb^.., Is pso"ibiled Mi1h>+sin!„ pe,mittion foam A•1 pool Tmssm-Maosol Nottinee, P.E. Job Truss Truss Type Qty Ply Std PaC/651 1 EL B A0562143 61684 HV11 Valley 1 1 Job Reference o tional e, Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:38 2015 Page I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-5ugwVed6RPsjwOZVv2Qvpm9NZ31 wSh4uaa5FPZyoKr 7-2-8 10-0-0 Y 0 a 4x4 = 1.5x4 II 7 6 5 2x4 � 1.5x4 11 1.5x4 11 1.5x4 11 0- -12 7-1-12 2-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 35 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-11-4. (lb) - Max Horz 1=131(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-195(LC 6), 6=-106(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=347(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-274/465, 3-6=-175/279 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 7=195, 6=106. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warding• Plmse rhlt¢aghtg re.'rr lde'A�I YOOI1rO55I5("SftIFR �, 6Ek7ftt(fBeti B (GYPGIO9S(NiCS;fY{2L'tEi'iA(CNfffiEE75lt1tX1'fora. YeriEy designp¢r¢melns ¢nd ra¢dn¢tes oe lhisL;nspeiga Cr¢ri¢g0OO;e^_d the lE¢neel Bartinet,tF.Ialercs:: SFeeibrese au Unie+t oaer�u s: rd on the TOU, eah hurlk-nde, plalas shall be aid hat the TOO to beeegd kcirass Pares Fngineer{i.e; Speriahr(ngaenJ; ihnmlasairy lPPrepruTAs an a¢eptonmlhhe pr¢las¢ianalengineuing rapaafibiGlyfar„';a design olhe cnglelr xdrpitled ae the iGE only, adtrlP4h the darigossc�:p";ans, I¢:Sngrfdfiant, MANUEL MARTINEZ, P.E. suilabi!i aad use oflhis Truss lot eat Pe;Wq is The regnsibiltry¢f:Fa Ovrner,*e Ooaertoatharited aged at h: SuildiagDaigner, hi the r,tam of the IM the lY(, the lxalbuddidg(ada and IP!•1. The appeanlcl 14 DO vj odyfut'duse of the bass,!edus;e;ha¢€5ig,storml, 6o11.1houn and Mning, shall be the #047182 ! resp¢ea3ibtp dl the ru7dinq Oedg7er e>d(ortw_!as,AUm;fe3 tefo:';a l3eband the awrtuet ece gnidelian¢f the Fail&og(ompaneM SahrylntanKsien (C(SI)pubGshpd br lPl andSE(AareldHNttdtargerterafgnids(e,TP!Id=higaswe respoeu2„fk+aed;,u6n qtt3e Trait Pefigaer, i+ott Pe;gn Grgginxt ¢nd '( (�TNA kanullrturer,unless athe!rise defiMj hyafanfrnrl agued rrysd ln.rhirgbp of pwlinlnsalved. The Twit Pevglagato is JIM the ruildieg Oesignerer Nis Spfor tteas fgheer nnr Wffq. All 0pitaI I -$ate as dal.-sd in TPb1, 10019 thafllOn (If. d' (op[righT�1O15 A•1 Yoof Lus:es• klanuel M'drtinea, P.E. Yeprodarlion ¢e. This dawme-f, v amt hr^, is prohibi!ed in srriNea permissiaP from Ad Y¢¢f [ruse!! -Mandel Mmfne4P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 FI R A0562145 '61684 J3L Jack -Open 1 1 e Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -1-4-0 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2ui5 M1 I ek industries, Inc. Thu Aug l3 08:07:38 zu-Io rage ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-5ugwVed6RPsjwOZVv2QvpmgNU3?cSjruaa5FPZyoKr 3-0-0 3-0-0 3-0-0 LOADING (psi) 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) -0.01 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 72/Mechanical 2 = 255/0-8-0 (min. 0-1-8) 4 = 31/Mech'anical Max Horz 2 = 102(LC 6) Max Uplift 3 = -57(LC 8) 2 = -183(LC 6) Max Grav 3 = 72(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-284/56 BOT CHORD 2-9=-133/297 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=125 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2=183. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wwnmg- plese thmoogbly weiwhc'A IROOF IRUSS[SrSHWL 69191I HIMSR(OND)TIONS(USTOMIRrRUTFR?A(RNOWI[DDEAERT'form.Nmly de5gnp—hi, and read rosesoa this Tmss O<fign Dmeiq IMD)and the 9omrz1 Wftn, U R,fo sheet be[ use. Uot oth—ix stated os the 100, only MANUEL MARiINE2, P.E. NileA mnnedm Odes shell be end la the TOO to be rulid. As o Lass Design Engineer (i.e.5pedalry Engineerj. IM1e seal ao ony IDD npreseels on oneptonn of the prolessionol engineering ¢sPontibilily for the design o1lb, single Truss depicted on the TOO only, under VIA. The dnige ms-pfions, boding roodilions, sui.b'JtyendmeofthisTwnfwaayIdtliagistherapansibTaleltheae r.theOc�dswthw�odoguntnrtheBMd gUsignm,inthernnledolthelR(,thelB(,1htlemlboldiryrodeaHUP.Theoppo.1oftheTOOudCoyfieldWeoftheTtua,indudinghoadrigstmoge,instollohotsWbmcing,6.11bethe #047182 ' nspmGtiSryoflotOoiARDesignmoedG&odm.ADootessetoulinlhe100ondthepmnimseodgeidtboesoftheBOdrig(omponenl5detir10mmdion(R611publishedbyTPlondSB(AareWmemdforgeneralguidome.V1.1 lines lherespoosibilitiesendMet.1theTwoDesignm,LenDesignEngineerend 10019(horlton(IT. Lms Aenuktlnrt6 unless oN:enim defined by a (onuam agreed upon in vriting by ell pmtim mmlred. The Iran 0,0go [eglneer is NOT the Building Des pu o, Tmss5ystem Engineer far any buldeg. AU [apao4nd Inms we as dehned io IPI•I. Eopytighl © 201S A•1 Roof Two, Mwtim, P.f. Reprodmtion 0 this domment, in my form, is prohibited xith mitten permission fie. A -I Roof Trusses • Monuel Almlinet, P.E. 0rIU0d0, FL 32832 ass Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 J4 Jack -Open 1 1 A056214.6 Job Reference (optional)+ Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:38 2015 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-5ugwVed6RPsjwOZVv2Qvpm9Oy3_5Sjtuaa5FPZyoKr 1-8-0 3-0-8 5 1.5x4 11 1-4-0 1-8-8 ' LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 4 = -32/Mechanical 5 = 304/0-M (min.0-1-8) Max Horz 5 = 62(LC 6) Max Uplift 3 = -25(LC 8) 4 = -32(LC 1) 5 = -227(LC 6) Max Grav 4 = 35(LC 6) 5 = 304(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-185/390 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=227. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Pouring-PleaselhmougNym»ew[be 'A-IR00IHOW (YltifRrf,GENERA[Ti1MSIs(ONDMONSCUSTOMERrBUfillACRNOWIFOBIMINT'farm.Raiiydesignparametenandr,ad notes oathis LuxDesign Dariag(TDD)andthe M...eImn'tie"FLIeferenmSheelbetom.".Dole,,alfi—iadotedonlb. IUD, only MANUELM IN Nileh ronoedor ploln shollbc mad lorlha lD0 to 6e varid.As.Tass Design hiti.er( ee. Specialty T.giaeat the "of a. any TOD mpreuels an acceptance of the profnsionalenjhue&9'estc-ibililyla, the design of the single Loss depicted on the TOD why, u.d,,TPI I.The dasw ig. omplim, laadiag cWiifia.s, ART EZ, P.E. s0ablDry and use of IN, buss for any Building is the nspomibiliity of the New, the 0nne6 sthac,W agent at the Bolding Declines, in tha ..feet of the IRC, the IB(,the local building ado and VI.I. The appaml of the ED and any field use of the Truss, including handfing, st.age,ho.H.fian and basing, shell be the #047182 ,spomibibry of the BaUiop Dniget and Cootrador. All notes set act in the NO aodthe proa&nand g.idaboes aflheBollding(mnp-casokty ldwaaadon(11(9J published by III ad SR(A are ref used bt poealgoidoate. TPH dermes the responfbJJi. and defies at the truss Desigrm, Tan Congo Engacel and 10019(hoiling Cir, I ass MaoulmWa,,..last obits defined by a Contact agreed open in srrfling by a0 pmties i-I.d. The Truss Design Cnginem is NOT the Building Dedgner m I System Engineer Inc any building. All C.pdaked lams am as defined in IPI.I. Copyright @ 701S A-1 Roof Tastes - Manuel Martinet, P.r. Repadoni.n of This doament, in any farm, is prohibited with witten permission ton A4 Roof Trusses -Manuel Martinet, P.L Orlando, FL 32832 Job- Truss Truss Type QtY PIY Std Pac/6511 EL B A0562147 61684 J4G Half Hip Girder 1 1 0 Job Reference (optional) Al ROOF TRUSSES, I-ORI PIERUt, rL 3494b, oeslgnLanruss.com ecun: imzu s tepr au tu,a rnnr. r.ozu s'+pi au zu,o ,vti i um nutu— —, ,ri- , „..,uu . .. H. ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-ZSDJi_ekCi_aYA8hTmy8MziXQTM?B951 oEgox?yoKE -14-0 3-0-0 3-0-0 11-0-0 Plate Offsets (X Y)— r3.0-2-0 0-2-131 LOADING(psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.33 DEFL. Vert(LL) in 0.01 (loc) 5-9 Well >999 L/d 360 PLATES GRIP MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 5-9 >999 240 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr Code FBC2014/TP12007 NO WB 0.00 (Matrix-M) Horz(TL) 0.00 5 n/a n/a Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 231/Mechanical 2 = 321/0-8-0 (min.0-1-8) Max Horz 2 = 103(LC 11) Max Uplift 5 = -160(LC 6) 2 = -220(LC 4) Max Grav 5 = 231(LC 1) 2 = 321(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=125 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=160, 2=220. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 lb down and 119 lb up at 3-0-0 on top chord, and 46 lb down and 15 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10- In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-7=-20 Concentrated Loads (lb) Vert: 3=-70(F) 10=-41(F) Wmving-Plrose ldorocg5ly tamvibe'A-I 8OCT11Oigilj'$FllEt'j,815TPAt TEBriSECD§OIlOBS(OSIDkitr('PDYFiJA(rgO'MfDDfLtfhi'fmm. Miry desigop0000dar¢nd,eodoolesoothislto%Design Crying QDOJ tad the No¢gel fd¢rtinet, P.E. Aererce:e Shed be!¢reuse, Hies dmiusy ed on the END, oely MANUEL MARNEZ, P.E. ANirdmum, plot. shtlibe vs:dfoe the Mlillhe lli hvbass Dtsigt khginea fu, Spniahyingintnj: ibt std oe onyiDD repr:stnts¢n avepronre o:'IM1e pm).sionofengineuwg,npu.i6hty(w thedrsigt of aesmglelrssdepidedc=.:;t iCD tnlp, aderlPl-i. The design mltpo¢s, loolg-ditions, softbilily vod usn¢l ihsirut,foray 806ogis the eipomlily ofth.-Omi, tht Omn'teoihetind.gent Of the gogd_og Desiger,inib.wiulofthe MCA, 111,the 1-1 b0dieg code and TPI.1. The oppitt.1 o{the Mod oeyOtidwof the T1.'%htfo&2 fiw5og, Uorogt,imtolloton and hmeiog, shalibt the #047182 ,espolubilityoT@eAll p.!elet TotldeyDDoedthe podkesc:4gw;%Noes of the hil&;0eepaneolWitt obe—ti.ttD[$PpblishedbyITT led SINAmrelntarod(.geperiguldoae,M-11!r"±sGarasp.ttit'S1!esond:'Y+so}tgNrussBrgner,I:¢ss.es;pE¢ginectond i0019(horltonOr. I Poll N¢nufon-r. nedeee tihtewlfe dehoed by a conned ogtxdnP. by n➢pmfles ionlvt 4<irs Ct4ga Fngive. is NOT 106og Designer o, Truss Sytlem foowi lot nyboilk g. AO (opit¢h:ed tars ore at ke$'edio1P61. (apnighi5�1O15 Ad PoolTmstes•J6vnvel!!o,Nnar; P.E. Qeprod¢s'i¢n vy lFis do,orrezf, in anylm.^.., is p,o5ibi'ed wit` wri!tev pa,mission From 1-I 8001 Tmssef • Nvnuei MorAne4 P.E. D(IOndO, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A056214$ 61684 J41L Jack -Open 7 1 Job Reference (optional)' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:39 2015 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-Z5DJi_ekCi_aYA8hTmy8MziYETLSB8? 1 oEgox?yoKI 4-0-0 4-0-0 iix LXY — l.0X4 I I 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 303/0-8-0 (min.0-1-8) 4 = 138/Mechanical Max Horz 2 = 120(LC 6) Max Uplift 2 = -200(LC 6) 4 = -76(LC 8) Max Grav 2 = 303(LC 1) 4 = 138(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-231/258 BOT CHORD 2-4=-392/252 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=200. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard SVmrirg Pfeuse tharnughlyseder iba'S1ROCTiIUSSFRt7EllER}GURA(nRAIS8(GRRI:IORSMTCMSR(RIiY(R')A(KRa'nhFOOE6tfR1'krm. Verity designpmomdes oedtmdroles ou Imillos Design smieggoo) erd the manel Morum, RbRelntam Sheet be!me ore. Unless riheswile s?Seri on the TOO, ady �AU@k saouecror plate tbaO be aadfor Me TDOlo be nfid AtaT:ass Desigafngiae±rtf.e.;Spsriobp frgmtntite seal oeaoy lDOrepreurds oo oc¢ptonte o!16epmtesdonaleagineering respomibiRtyfwuedesiga ofaa sbtglr0ass depided o;,,ei00 ody,eaderlPLl. ibe dt4gnessar .art, loa5ng razdiiors, MANUEL MARTINEZ, P.E. suilobiiily and uses! IkfTruss feroy Fei"firgis the r,fprsiNRj 9:h: urns, the orra's auPoaiud agem ur the guilt:eg nesighr, it the roman of the [It, the K, the twat budding mde ord W. The approval of the TOO vA arty Aed use o(shernss,t:.dudir hom;'ng,owsp, irstawin and bruiq, sbaii be the #047182 i Rspoatib�Rryoflhelldirgjesoere(eetr;?a;,All eaessele;Ii.ItFeI'm aoOutle.tl&esOMpideGrf,ellhetu86ag(ompMeulSeely1* 4PRISI)publishedbyMrdn(AereIdesewdforghero1fieW=te,TPi-Iddfc:swasespmtii seaudda,qsoffire Truss Oesiguf,Rrnsssesgo(rgi-tail 100)9Cho(IonCir. TtUiM1 Monuloeroter, unL-a mh±nite defined by a (amrafj agreed rpsn is uthieg by o0 paSin invefred he Tross Cnign Fngiaee! is NaT the Building pesigner a crass System fegineer for auybuildiag. All (epierlind tms ore ae e.e ind ie UP, t (apyrightmp20i5 A l iootLunes-}larue{ 7dortiru,P.F. &podoAian o! IF;: dwum±ss, fa auyfarr., is pokibited sviti rri0ea permksion from A•I Rool Trusses-tloruel Aloiliar, P.P. Orlando, EL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562149 61684 J5 Jack -Open 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 20i5 Print: 7.620 s Apr au 2015 MI I ele Industries, trlu. I Ilu mug I O uo.ur:Ju Zu r Hoye I D:W?quLcr?Re?LfzLe98RjH4yH M91-Z5DJi_ekCi_aYA8hTmy8MziT5TL?B8K1 oEgox?yoKI 1 S-0 6-4-0 1-8-0 4-8-0 3x6 II 1-4-0 1-4-0 6-4-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL• 1.25 TC 0.61 Vert(LL) -0.02 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.05 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 135/Mechanical 4 = 45/Mechanical 5 = 384/0-8-0 (min.0-1-8) Max Horz 5 = 130(LC 6) Max Uplift 3 = -121(LC 8) 5 = -229(LC 6) Max Grav 3 = 135(LC 1) 4 = 79(LC 3) 5 = 384(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/48 BOT CHORD 1-5=-0/271 WEBS 2-5=-338/704 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=121, 5=229. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o m N N N PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0% W.,ning- flew lboraaghlymtie.the 'Ad ROOF TRUSSES rSELIERLCURIAL TERMS R(ONDITIONS COST01111('13IER'A(RNOWIEDGREW iwat yerAy design pansmeter, and mad eases as this Mus, Design 0-69(NO(and the M.avoel Mmtinu, PL Relmeem Sheet L:farzuse. unfasa —1" stokd an 0, IDD, only MANUEL MARTINEZ, P.E. Miieb mnnedm plates shall b<usedfor lheTDDfobe valid. Aso Lus, Onign Evginen lie, spedalty Engin."I the seat an a ayIDD ,p,sols an asteptnue of the professionalenginetling msponsibilily fat the design at the single Lass deputed ne the TOD only, unde, IPI-1. the desige ossumptians,boding ronditiovs, 0.1dridy and utc al this I-, in, any roddng is the,apunsibRity of the Does, [be O.."sautho,W agent or the Railding 0etignenIn IF.e"ad'm of the 1K, the 11c, Ibe lomlbalkg ad, ad 21-1. the appluml at the TDD and oar field use at the Tws,Winding hoodhag,hang,, ie,Iel6Nan and bra,ing, shoo be the #047187 I,espoasihdiryofthe UldingDaigaaond(onttador.AOootesset noin The TDOend the pratito adgaidthnesathe Duildmg(ompe-ISeloylnfwmwinn(MI)published by IN and SOU .-ernenmdin, generoIguldme.TP1.1Mines thtmsp-dififiesand dutfe,afsh,Tints Duipt,,T-m%ignbgeamand 10019 (horlton Or. Imts Manefedu er, unless other.ise defined by a InOut agreed upan in.61mg by all pa,ffes imalved, the Imss Design Engineer Is NOI It, RaDding Designer a, Tm I Synew Engineer rat any baddmg. AD (apistdod Innis ate as detaed in IP6I. (opylight© s 2015 A -I Real Imsse-Manuel Mane Manner, P.T.P.1. p,adutfion of this dame ti, in any tam, is prohibited Pith.ilOea puankflan from A-1 Root Trusses -Manuel Matfinet, P.L Orlando, fL 3Y831 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 J5A Jack -Open 2 1 A0562150 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:40 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-1 HnhwKeMzO6R9Kjt1TTNvBFf7tf9wcLB1 uaLUSyoKr 3x4 = 5-0-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.05 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 262/0-8-0 (min.0-1-8) 2 = 130/Mechanical 3 = 52/Mechanical Max Horz 1 = 102(LC 6) Max Uplift 1 = -108(LC 6) 2 = -104(LC 6) Max Grav 1 = 262(LC 1) 2 = 130(LC 1) 3 = 79(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-596/807 BOT CHORD 1-3=-1055/675 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=125 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b) 1=108, 2=104. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Winning Pleme!herougAly¢eierlhe`AdRDDfIDDffEff411FR'h6fNFRAlTFRMfR(OROITIDMNfiOMFRr1UTFR'jdfRNOW1fDGfMEXPloan.Wifydesignp—lwsandtendrotesoothis Trot, DesignD—ingODD) andthe MonvelMwfinw,P1.ReEerenreShut lt,b,¢umNets whervimdatedoethe IDD,poly MANU LM INF .E �A5feh rotmedao pldn bell bewedI., the IDD to be eolid AsoLnssOnign Fngmen�e.fpedolryfvgineerj, the seal on anylDO repreunhona¢ptome ai the pro}enionol eogineesmg uspomibiliry(oo lde design of the single Truss depided oo the TDD ooly,m,d,,VI1. Thednige wsumpiions, kodng wdition, E ART Z,1` toitability and oseof thl, puss for ony Building is the mtponsibi%ofthe0.nw,the D.nerioA.6ad agulw The goilding Designer, io the wteet of the W, the lB(, the local6.1dinrmd, nod IFI.I. The oppioeolofthe TDD and any field use of The Loss, induding hood6ng,de,oge, IndolloBen and bmriel, shell be the #047192 1esponsibiDtyolrhe Bolding Dnigaer md(ootradw. AD omssswow�theNOondihe ryadises and gerdetivesof the Rui!ding(ompvneot5a',ery hdmmation(R(fi)pu6lished by Wl endfRG ore«Iwenad Soo gepeoal galdonm. TPbl defines thmesponsibibtin eoddufiesof the Lint Designer,TrvnDnignfng;aeor and boss Anookdmee, onlets whe is deboed by o(w t agreed upon in writing 6v all pmtlesinvolved. The host Design foglne, is 001 the Ruing Deslgner osTmssSystem(ng!neorIw any building. All Copholned Inms am os defined io TPId. 10019 (horllon (ir. (oppight© I015 Ad Roof Truces • Monuel Modinev, P.r. Repmdodion of this domment, in any loom, is prohibited with wridee, peomissian homA-1 Roof Trusses- Monuel Martinet, P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562151 61684 J51B Jack -Open 1 1 _ ____ ____._... -, ,...,. Job Reference (optional) .... ......•..•r_,_,_�.._.___ �__ Tom.. n.._.o no.m..+n nnic o....,. Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(daltruss.con 3x6 11 3x4 = Run: r.620 s Apr su zu to rnni: r.ozu s Apr 30 cu to ivii 1 uk a ruuhMeb, WIG. t +1Li Liy 1 � emu. a .�� aye ID:W?quLcr?Re?LfzLe98RjH4yHM91-1 HnhwKeMzO6R9Kjt1TTNvBFgKtdlwcLB1 uaLUSyoKT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.05 3-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.05 3-6 >978 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 126/Mechanical 3 = 66/Mechanical 1 = 192/Mechanical Max Horz 1 = 88(LC 6) Max Uplift 2 = -97(LC 6) 3 = -12(LC 6) 1 = -70(LC 6) Max Grav 2 = 126(LC 1) 3 = 82(LC 3) 1 = 192(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% Wmaing-Pleaser!roro yhhterer tbe'A•I r00nI01S1°SCttfl1-X Orin HiYSd(OIDInO%TCNiCMFR('Pdit[i'J ICINDMIX11100form. Veray design pmometnsandteadnotetm4isltass0esiga 0raringQ00Jand ibeNenecl MarlmeyPF.2elttte;aSherl borer�ose. UalesstttersiusWed onthe iDO,eJy MANUEL MABTINEZ, P.E. X ir,R'saudarplate,shall be a+adforMe r00to be Iota. Asairate 0esicatngiorr;l.e,Spetiattytng ter}:tbe+eotoa awl100«presemsan aaeptonre ortbe prolessionaleagineedng respansibihiyfm the derigeoffh, singlen,d Odedtat`hTED anly,:adIrIFI-1. Thtuilob3tptad-.11S5TreuforenTBclding;sthe rsslom0i*yofAe0-1,aeow"(Sutherittd-goat ofth.Buddn signer, in the ronte,talMelRC. the 1KA, local bo&grvdeandWbl. The opp:atol:ithe100a=daayfia'duee-rlhe6ass,I:dadagMrnEng,ttomge,imia0atianandbiriag,sba0bethe #047182 f mp.01ity of the Eadina ofsig?efaWtor:dv.A.IIo.teswro ialheM.04thepeartesapd gQermesof therlilding(ompuem$aferyfnkrmerianfBC511 puhfshed by M and 90u, Wwwd for,, rlpidonte,(P¢Ide:r..ae Fk!respaps::Tfiesaod`�nti^.: of theimst 0aignel,T;oses7evgn Cngineg and 1O0I9 [horlton Or, ims+kanulothner,unless tth!txSt dcfine9 dy a rantran ogteed up:nto ur -g by a0pndin inaabtd. Re tmu 0eugn rnq� eee i+Nfit the 2uilGng Dnigner w irus+Syttem fngiren yoe my bwldiag. All rapitaked te+r::s ,a ese='.=!d IaTPt•1. i Copyrights 2015 A-1 Roof Times -9a 0Mairner,P1 RepraduAjoa or lh!s dawatuM; icamfal; is plghihited with�tilfla permiscian irom.(-I Rool Tmsses-Manuel Moltiaet,P.r. Orlando, FL 32832 Job Truss Truss Type City Ply Std Pac/6511 EL B A0562152 61684 ME Jack -Open 3 1 Job Reference (optional) Al KUUF- I KUSStS, f-UK I PILRUL, t-L 34U46, 0esIgn(aa1tnbss.com KUn: /.bZU S Apr JU ZUlb VnnC /.bZU S Apr 3U ZUlb Ml I eK Inaustnes, Inc. I fill Aug l3 ILIUW:41.1 ZUIb rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-1 HnhwKeMz06R9KjtlTTNvBFjhteTwcMBl uaLUSyoKi 1-5-0 2-7 4 4-2-8 1-5-0 1-2. 1-7 4 1-5-0 1=1(�4611 2-7-4 4-2-8 44T0 1-5-0 0-5-6 0-8-14 1-7 4 0-1-8 LOADING (psf) SPACING- 2-0-0 CS1' DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W2: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 29/Mechanical 6 = -5/Mechanical 8 = 360/0-3-2 (min. 0-1-8) Max Horz 8 = 88(LC 6) Max Uplift 5 = -46(LC 8) 6 = -38(LC 7) 8 = -305(LC 6) Max Grav 5 = 29(LC 1) 6 = 13(LC 3) 8 = 360(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-163/391 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except 6t=1b) 8=305. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Horning- Plenu Thoroughly, review the 'AT ROOF THISStsrSEI1ERj, ulliRA11nMS A (ONDI110NS (USTOMIR ('@OTfin; A(R110wifurmair tam. yndy design poromelms and rend rotor on this Trrrr Design Dmring(TOD)and the Manuel Autinn, U. Refuenrc Sheol behre use. We,, wheals, stated on the 109, only �MileA connector plates shall be umdla the 100lo he solid. AsoLoss Design Fngmen(.e,fpecirlry Fngineerl,lhe scot nnuny 100 mpresenlsona,mptoom otthe professional e,yinre,ing r<sponsibilily(m thedesign o(N,e single Tross depimed on thelDD only,d,,TPI 1. The design mmmpfians, krding,andiliom, MANNEL MARTINEZ, P.E. sailoblRty oad use of IN, Lou for any Ruldfag is the mspansiblTy of the Dunes, the Dures's authorted agent or the DOeing Designer, in the mnlest ofti.IR(,the l@(, the 10m1 balding We and lPld. The opProml of the TOD and any field use of the Truss, kekding bao&D,0-ge, imklloFin and bmdng, chill be the #0471 B2 " responsibiDtpol thedai�og Onigger ondComraetm. All rain rdoui in the TDO and the prbtlimf and guidelines ofthe@oitd'mg(nmponeet SafNyhdmmmian(R61J pubrirhod by 1pl ondS@(A ore rekmoad for general guldonce. VIA defines The responsibilities and dudes of the Truss Designer, Truss Design Engineer and 10019 (horlton (if., Ones Maaulmtmn,unless othervimdefined bya((olard;,red upon insruing byall part, inrolred. The Iran, Design reglneeris NOT the funding Designer or Truss System Ingi "lol any building. AO(apdalad Innisaeas ddaul in IPI•I. Copyright ©2015 Ad Roof Trusses •Manuel Martinet, P.T. Reproduction of this4ouna t, in any farm, is prohibited with written permission from A-1 Roof Trusses- Manuel Mmnnee, P.r. Orlando, FL 32832 Job Truss Truss Type Qri Ply Std Pac/6511 EL B A0562153 61684 J5L Jack -Open 2 1 • ' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 1.621J s Apr 3u zuib runt'. 7.620 s Apr 30 20i5 MI 1 el( mbusirles, Inc. Thu Aug !3 uo:uy:vu /u 10 raye ID:W?quLcr?Re?LfzLe98RjH4yHM91-1 HnhwKeMzO6R9Kjt1TTNvBFd8tczwcLB l uaLUSyoKr -14 0 5-0-0 1-450 5-0-0 lim LOADING (psf) SPACING- 2-M CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) 0.09 4-8 >654 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.08 4-8 >781 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 127/Mechanical 2 = 361/0-8-0 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 143(LC 6) Max Uplift 3 = -11O(LC 6) 2 = -347(LC 6) 4 = -69(LC 6) Max Grav 3 = 127(LC 1) 2 = 361(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-472/1455 BOT CHORD 2-4=-1754/531 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=110, 2=347. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmolag -Pleme lhatoughly o,imt the'.1 ROOF TRUSSES rSEIltR1, CENTRAL TERMS & CONDITIONS (UTOMfR(004I AnNOW1E00E9EN19orm. Verily design prattler, mud mod notes on this Truss Design Dtvitgfl1lD)and the Mmmuel Mmfiner,Pi.Refer-,Sheel before me. Unless othervim slokd on the TOO, only MANUEL MARTINEZ, P.E. NIA e.nned.r ploles sholl be used lot IhetDD to be aid. As.T.-Omigv Fngiaem (i.e, Speri.lq EngimetL the ".I.. aofTOD tprmenls on maPlonre of the prelnsiond engineering re,pon i iliry (.,IS, design of the sit gleTruss depided on the TOO only, under Mr. The design.ss.tplims, boding Ton&limas, �sult.blDtynodose.1 this bessfor atry R.Odingisthe rmponsihODyof The Dvnet, the Deem%ollumml.gentorthe IsildingDesigner, inthe wrmfof the lR6 the 18(, the Intel buildingrude and TPI.I. The uppr.tlefIS, TODend any Field use ofthe Truss, intruding ho.dbng,storage,inslollolionend broduf,shollbethe #04Z182 respansib'diTy al the Nodding Omigomond(untrador. Motors sm out is the MO and The prmtitsood geidtlines ofthe Building (omponalSunny Informafian(R(ST) published by lPl mod sift are Wermtd for geeetml guldome.TPI-I dormer the responsibilities end duties of ntBms Designer, Truss Design Engineet end 10019(horlton(ir. Trms M— nderm, unless othervis, defined by. (o.bod.greed upon in Wiling be all pestles involved. The truss Design Engines Is NOT the Building Designer or Ttss System I.Smem for any building. All (riDelimd Immt rem defined in 11`61. (opriSbt@20lS A -I Roal Trusses-M.nmel Mediner, P,F. Reprodo tiow this domment io any form, is prohibited With Wnrinepertissinn hem A -I Roof Trusses -Manuel M.rtiner, P.F. Orlando, FL 31832 y Job Truss- - Truss Type Qty Ply Std Pac/6511 EL B A056215.4 61684 J7 Jack -Partial 21 1 Job Reference (optional)' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:41 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-VTL37gf kKEInU14aB_cROngUHzwf1UKGYJvOuyoKn 1-8-0 t 3- -1 t 7-6-0 1-HO 2-1-13 3-8-3 R 3x6 II 1-4-0 6-2-0 Dead Load Defl. = 1/16 it LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 Vert(LL) 0.06 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.13 4-5 >547 240 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 177/Mechanical 4 = 61/Mechanical 5 = 432/0-8-0 (min.0-1-8) Max Horz 5 = 154(LC 6) Max Uplift 3 = -153(LC 8) 5 = -246(LC 6) Max Grav 3 = 177(LC 1) 4 = 103(LC 3) 5 = 432(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-389/57 BOT CHORD 1-5=-0/308 WEBS 2-5=-407/840 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=153, 5=246. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmnwg-Pleoulhoroug6Fy¢view the-111aQFIIUS%rS1lSfXj6019111111AS6(ODOIaDXSNSfOMfgrBDTniA[gNOM1FD6FMEN1'Form.yerBy dedgnporaa,taand reedoozes oathis Truss Dedgn DmwiogODD) andthe Manuel Marfiw, pE10 a,, Sheer behteuse. Ualess ob-i" stated oa the IDD, only Aklil,k ,dw pld,, shollb, a,,d but lb,IDDI.be Wa. U.N. D,,i9aliaginev the seol—ayIDD elo—I—xvtol..'e.fth, to, the dmign cdfli, singlOrmdpiled.. th,TD0.1yandc, TFI-1. fpedohyFnginemj,theseolonanyIDDelo—Innxvtol..'e.ftheForthedesignoRbesingleTrmdepisledontheTD0.1y,nnde,TFI-1.Thedesignnsumpfians,bodingwndnioac, MANUEL MARTINEZ, P.E. aitabdity and wof dais Lass for any B.ildiog is the mspo.sfbtfdyonheOwner, [he 0wnar's outhorhed ogenl or the BoUng D6l;s,,, ie the W.Xt dtbaItC, ate 16(, the to(.) building rode and IN 1. The oppml of the TOD and any NU use of the Truss, imoull.9 boodballi dmage, WOW. and la.O shoU be the #047182 tespoasi6ibryol Use AuUdiog Dnigmr and(onttodor. All notes smMin the TDO and the pmslias and guidelines of the Building (ompo.eotSderylnrotmation(g(SQ published by TPl andf8(A oar rzfewnmd for general guidon¢. TPur defines the respootibiliN, ad duties of the Trots Oesignm, lass Design fiapw and 111019 (ho(Itan (it. I'm Monutadmer,aoless otherwise defined by. (.moon agreed upon in willing by all parties iaroleed. The Truu Design fogle-is NOl Ike guildiag Detlgnei of bars Syttem (.Sine.. for any building !D (opOaUted lams oar os defined is IPI•I. (oppighl©1015 A•I Rool lasses • ManoeT Modinet, P.i. Reproduction O this daroment, in any ratio, is prohibited with written pnmission tram A-1 goof Trusses -Manuel Martinet, F.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562155 61684 J7A Jack -Open 1 1 e Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 20l5 Print: 7.620 s Apr 30 2015 ME I ek Industries, ntd. I nu mug to uo.sse A I <u 15 raga ID:W?quLcr?Re?Lf7Le98RjH4yHM91-VTL37gl kKEInUl4aB_cROnipHzVf3bKGYJvOuyoKn 6-2-0 6-2-0 4x4 = 6-2-0 Dead Load Dell. = 1/16 it LOADING(psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.07 3 6 >983 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.11 3-6 >649 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matdx-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 328/0-8-0 (min.0-1-8) 2 = 160/Mechanical 3 = 61/Mechanical Max Horz 1 = 126(LC 6) Max Uplift 1 = -136(LC 6) 2 = -130(LC 6) Max Grav 1 = 328(LC 1) 2 = 160(LC 1) 3 = 96(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-925/1226 BOT CHORD 1-3=-1589/1064 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=136, 2=130. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Werrairg-Pleeulhmoigbfy.view the "AIROOF 1RUSsts('5111111GINIRAtfilms Is(ONDIIIONSMTOXIIrBUT111A(RNORIFOG[YENT'form. Verify designpommelenend reednotesonthisLassDeignD—ing(1DD)oolthe 11-1Ygttin.,PERefuse. Sbeethefarcuse.UelnsorhnviseHoledrig@eIDO,anly MANUELMARTINEZ,P.E. Milk. ,do, ploles shell be usedfor the IUD to be gelid.Aso Loss Design Fngbms,(ie.spedolly Engineer), the se of an any TOO.prwol, on ountlen" ad the pminsionel sop,osing resP—ibililyfor the design of the single I,-depided on the TOO only, ender IVl-1. The design onamptions, boding wilili-, sulebdly end oso al PotsWsto, o.y Bolding is the a,ponsingTy of the Owner, the 0r 6amhorntd spot yr the WilingDtsigner, in lbe.nteq of the IRG the 18(, the Intel buitdog.de and ipH.Theoppro,sloThe TOO and oey field use offhe Tw, inducting hoodgng.de.gs, 10.1hiNon and bracing, shall be the #047181 sponsibiDry o!lhe Binding Designer ond(onireuor. All notes set outin the TOD end the prams and geidelints ofthe UldmgComponent Selery published byTPI end SB(A ore We -red Inuol gulden.. 1161 film, the .speosibirksand duffer of the Truss Designs,, Lon Design Engines, end 10019(horlion(ir. !\ Len Yvnutodurcr, uvins oshenisedefioed M o (enwotl agreed upon in rdtiq by a0 parties i-Ned. The Iron Design [sill,-, Is NOl the Buildlog Oulgoer o, Tun System [egineer for vny building All (opbnli.d Isms a. of defined in 1161. Copyright© 7015 A-1 Roof Trusses - Manuel Merffner, P.f. ReproduAion of this domment, in ony form, it prohibited with written permission from A-1 Roof Trusses - Menuoi Mortises, P.t. Orlando, ft 31831 Job Truss Truss Type Oty Ply Std Pac/6511 EL B'" 61684 J7L Jack -Open 13 1 A0562156 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:42 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-zgvRLOgeVdM9PetG8uVr cKwghJVOWrTVC3SYKyoK 6-2-0 6-2-0 Dead Load Defl. = 1/16 it 0 v N 1.5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.07 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.11 4-8 >685 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 158/Mechanical 2 = 426/0-8-0 (min.0-1-8) 4 = 58/Mechanical Max Horz 2 = 167(LC 6) Max Uplift 3 = -128(LC 8) 2 = -249(LC 6) Max Grav 3 = 158(LC 1) 2 = 426(LC 1) 4 = 95(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-806/1020 BOT CHORD 2-4=-1352/922 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=tb) 3=128, 2=249. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W.,mng- Please thmoagbly mk.the 1.1 ROOF110SSB rsn[Url. DINIRAI FIRMS E(ONDITIONSCDSIOYFR rRDTIRI ACRNOPnIDDWINr form. Verity design po—tasand rend notes on this Loss Design Dmq(IDD)aod the noaael Yordnn, P1. 11,W ,Ihnlheh,e use. We% ahe,.n, slated an the TOD, only '�N16 maneden ploln shall be used for the IDD fo bndid.Aso Lon Oesigo Fngioeer(.a- SpOtIty Fngineois the swloaamyIUD represents an mopomeeftheprofessional engineering wspomibi01y for the designol0,e single Truss deorld on the TDOooly,d.,TPI-l. the design onn.pli-, boding ondiflu" MANUEL MARIINFZ, P.E. suOoblliq andoso of this Two few ooy 10d'mg is The ietponsibility of the Goo, theOno's whuited gnlor the Doilfing Designer, in the -tat 0 the IRC, The BC, the Tool building sde and TPFl. The oppmel of the TOD and ey lielduse al the Tim,bedrq. dwege, imtollofian and bratiog, shop be the #041I82 resportsibihryat the Baldiop Designer andConhatlar, All notes set min the TOD and the pmdites and geiddim ohhe WItlig(wpoeeal Sdely lnformoion lR(SQ punished by TPl and Sh(A ore ul—md for geanelguidonm,iPl•ld:fian rheospantibdninaod duties of the trues Designn,Lun Design [ng'maa nod 10019 (horlton (it. Isms A nufedumr, aaless o b-ise defined by a Contend agreed upon is writing be all plies i... Ived. The Irms Design Engineer It HOT the RUlldiag Dnignernr buss System [ngineer for on y 6ullding. All (apTt had tome me os defined in 111.1. 6pyright©701S A-1 Rao1 Trusses-Alonuel Modinet, P.r. Repradudian d this doomenl, in any Form, is pohibited with xidten permission he. A-1 Roof Trusses• Manuel Alodiaee, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B A0562158 61684 -1MV2 Valley 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 201 b Print: /.620 S Apr 3U 201 b MI I eK Inousmes, Inc. I nu Aug 13 utsw:42 two rage ID: W?quLcr? Re?LfzLe98RjH4yHM91-zgvRLOgcVdM9PetG8uVr_cK7lhP 1 OW rTVC3SYKyoK 2-0-0 2-0-0 v a 0 2x4 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:-5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 48/1-11-4 (min.0-1-8) 2 = 37/1-11-4 (min.0-1-8) 3 = 11/1-11-4 (min.0-1-8) Max Horz 1 = 23(LC 6) Max Uplift 1 = -18(LC 6) 2 = -32(LC 6) Max Grav 1 = 48(LC 1) 2 = 37(LC 1) 3 = 21(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmoing•Pleata thornaghyser}tw lhe'Ad ROO[T➢OSSL{irllEB 1GEgfFAtifBM18 TC5DntOtlS(N1DStFR('PGT[�A(CkVeftfY(GEMI`twm. Yesifpdesignpommdos and rmd notes onRishess Des ge CmringQDDjx.^.d lheNoneel Bo-rrine4'r.F.de(Bret:e Sheet6e!nreuse, Unlrss mErwius:;<d on the ND, aJy MANUEI MAATINEZ P.E. AaTeh Minster plates shall be used In, the TOD to btmui U oIm,Desi^_a fngiceer{st;Spasiahq incises}it, $,of oeany lop represopme.aeptanmofthe prolttsioaolmginetringmspansibiWy!m dirt drsiya aflie trogtelsnshpidedun Ei: iCD Only„der lPld. the dtsiynssavp'aos;looSng lcadifioas. + 1j suitability and use of this Tmssfor Gay Fallding is the resyonsibi!rf4Ae Owney the Owner's uothorieed a goal onhe Duild"ag Designer; in the rudest of the@G the W, the Intel building code and TP!•S. The upp;eralai the TDD and any Nid me of the nX,i:.dudeg hondrag,storage, Wands, and hratiog, shanbe the #041182 I ' respavbdiy of the B..lding Oe3l;aerrd (oaDaGr, All Wel Rt as,, ialhe!Do ad the pressures a:dguiltr, sof the 104a;(ampment Solely lals—fi.a(B(SI)published by TPI oad SETA a it rdeteged lot;enetal guidvm 1ptlde5aes Gemspoasi:dr'es.6 mms of re!,as; De p,i,Tmss Design ingincer and 10019 Charlton (ir. i trust Monutonomy unless atEerwise defined By a (antraq ogtndapan la wdtigby o0 pmties Inmleed, Tht irnst Design Fngintn is gaTrhe Building Omiyner er truss System Poyineer for any 6uil&ng. in r,p tuned Iem 's are as re`zd In UP, I (appight5�7015 Ad PoofTmssas•Ranoe)kmtioeeP.f. lepieduc!ion of lksdatumed,i. any form, is paohibi'ed with written permission from A4 goal Trusses -Manuel Marriott, P.E. Orlando, Fl. 32832 j Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 MV3 Valley 1 1 AO562159 Job Reference (optional)I Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:42 2015 Page ID: W?quLcr?Re? LfzLe98RjH4yHM91-zgvRLOgcVdM9PetG8uVr_cK5ghPcOWrTVC3SYKyoK 3-0-0 3-0-0 a a 0 2x4 4.00 FIT 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 86/2-11-4 (min.0-1-8) 3 = 86/2-11-4 (min.0-1-8) Max Horz 1 = 40(LC 6) Max Uplift 1 = -33(LC 6) 3 = -47(LC 6) Max Grav 1 = 86(LC 1) 3 = 86(LC 1) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable, of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% Nmoiog•Memethoroaghh/+eriew the'A-I POOfIrdSSESfSitlEr"ybE4fiAl rtP.ttSE(040010X5f09GAttp{20d(FjP(C60'wtFISEWXI'form.gelr'fpdeignparomietsand madoelesoothis Tt... siga grariogQ001 acd IheNaeeJ Hartiwe,p.Egrlerra:aShed bdau ose. Onins os6maise t— Io016e Nq osly j Volt'—dor We, shall beusedforTheMhh, oriiAscInes06caEn veerr.a,Seda fobem kestalor.o tog re estehaoacrchme0,,the rnlmianaf.0inevi0+el ssieib rayrdesinol::`:rt ledru�ssdrideda-,thad00 g p`o _n9 MANUELMARTINET P.E. F Oi f F by ! tl- M p P P 9 9 Fa 7 9 9 P sell, aderTP Lne dai ncaur: «as,Ia,O conditions. +i tu9ablif and use-101 ants )many ga?dingis the mspoosibiL+.y alike owner, the 0—'%a horind Igoe) .1 the hild;'ag Orsigeey so Ike mnmll of the K,If, IPC, Ike fora)boi!d'wg side and TPN. Ike Opp oral of the DD oni oapfu'd use of Ike itust,!!dtegbnning,ttomge,iosfogarioe and 6rering, sha06ethe #047182 respaani0ii/sl r6eP )dins eF Sle(c3 (Otfre.^::;, Oman 113e i00 and lho pod'geeeqguideGaes olt6e Wilig(ompnemWery lnfotmedsgjg(SQ polished by TPl ondStUate tdneamd la geoeml quid:rse,IPl•Idc'ee::9 m5paesikTfxl and:t;s 01tbe 4oe 0esigaaf,T;ve otFiSo [ngineer and ��I 0 I irusf Hnauhnmer,umess nthnite de0wE 6ya fonnad ogroed upn in wr;arg 6y oPparfiet invalved i.e butt Csdga Feg uer it NOr the building Getipnererhats Sytten fngiaeer for amybuildag. All0?4oirzed tars as as e&,d inTnd, 10019 0001 4 (r, (oppightt65701i A•1 FoslTmtses-Monuel Marfinet, P.E. hpodadion of Ihh dorsr wl, lr sny lem+, is pol,ibiled isithwittea Parmlttlon Isom Ad Pool Trusses -Maml Mather, P.F. Orlond0, FL 32832 1 Job Truss Truss Type Qty ply Std Pac/6511 EL B A0562160 MV4 Valley 5 1 I61684 • Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: /.62U s Apr 30 2u15 Ml l ek industries, inc. Thu Aug is 08:07:43 20la rage ID: W?qu Lcr?Re?LfzLe98RjH4yH M91-RsTpYMhEGx000nSSicO4W ptDY4kx7z4djsoO4nyoKi 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 131/3-11-4 (min. 0-1-8) 3 = 131/3-11-4 (min. 0-1-8) Max Horz 1 = 61(LC 6) Max Uplift 1 = -51(LC 6) 3 = -72(LC 6) Max Grav 1 = 131(LC 1) 3 = 131(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 41mo'ng•Pkmerboroegtyls.kr lhe'A-I FOCFIrUSi[S('1TLTEt y6FtfFAlii(WSd (CROP:IOMCU51DdLp('iGYFi'}i:rRO'gtEDnFgfNi'Io+m. yenly dmign palame!en ond+ead no!et on+Aie➢uxDesign GrovingQDDjeed!fieXonei Mmtlne64,F, retnere Shedb0snme. onleu cShernius!ad on!he TOD, e,-:hy MANUEL MARTINEI P.E. Nutt ronattlor plans ttaD 6e aced for Me loD to beroGd AwLassDdva Fagfotu Qs.,Speriahydoginea},ite trot a¢anylOo«pftunh as aatptonm a!Ibt pro!muooa{engin«rmgmpoasibibylor�rd«igo atasit9lehassdtpideds.a iGD onTy,.ndrAP4l. Tbtdrsign es«rp`aas,loe3ng «adifions, r sohbity and me o!ikeTrusslot day raiding is the«spansibiLry afrhe oroer,!:t Ownerswtherita agent of OdegOeSiOer, in ihe«n!e.I nl the IRE. the IRE. The laal b0d!ng«de and 1M.the gparaloi the Weed aigoe!d use of the 6aa,-dizeg hondOng,storage, instakiae end bsotieg, shen be the #047182 I I «SpeatiDtTiyof theE Iding Gryaet p`d(oofre.",w,lfl oetq seR a•t�+St iGOaad the ptodiros cdgeideDnes ohEe[uDdag(ompanea!falery lnkrmcri.alBESgpw'4shed by l7t ondf6(l ere«ineaedlorgenerJ gwd:r{e, iPt•S dekes2e «epaeut t:es and fr: o} eiruSS Oe.Igoe+,P.uSs?esroEngineer and 10019(Ilorlton Gr. Truss konatotro«q unless mhwse ddined by a faafrnn ogretd apsn inw,mer 6y oii pm!itx inealred. The I«u Wip hn ,.m is Mille FulMing Oesignu or Tmss System Fogintet for any boilfag. All Eapimiced I.I.; are asde`ztd is TP0. (appight'd1. FOISA•1 FoorLunes-1!onael Amfinet,PL Fepradatlion olth's dowmtnl, in errylor.^., ispa!:ibi!tdritSwriMta prmissionfrom A•I Fool Lusses-Manual GlarMegP.f. OfloOdo, FL 32832 Job Truss Truss Type Qty Ply Std PaC/6511 EL B A0562161 61684 MV5 Valley 1 1 Job Reference (optional) e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:43 2015 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-RsTpYMhEGx000nSSicD4Wpt9_4ja7z4djso04nyoKr 5-0-0 A tttl l l � 2x4 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 176/4-11-4 (min.0-1-8) 3 = 176/4-11-4 (min. 0-1-8) Max Horz 1 = 82(LC 6) Max Uplift 1 = -69(LC 6) 3 = -96(LC 6) Max Grav 1 = 176(LC 1) 3 = 176(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-137/273 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmang•P!¢ose thorn:ghlysemaIbe'A-I QOCnBJiSES(SEUFQ j, 4EFiikERQpSE(CYD6IDBSCIh7CAfFQfgG7Ei`jl.QA074fD•aFBEMI'Foim. Verily designpowdt,sand indnotes on disks,p,s,pG¢rirtgQBBjc^d Ifie NonaelRmlinee,PF. Qefseee }heel be!¢te nte. Untets C,Enrims! edonthe IBB,¢gyp j Welt muder plolesdll6rrs:dTalhe Ngto ba e¢Fd. Aselsan gesi:o Wgi¢eer{le.; Spssi¢hyN¢(neert!hamlo¢¢oy l00 tnprssnh ere oaept¢nme; the pmfeawo¢hogmeetingaspaosibiBty!¢r'he desige¢f'hr sng!eTsasdepithde„Gr TGO enly,cadeflP4l. rhedrslgo essoaprm¢s,loe5ngtndos, MANUEL MARTINEZ, P.E. oftbilitf.a Us, ;I tliis To's be my Bddl¢g is the wpenelbiT:y ehite aaer;tbe a.""wh.i.d.:gaol of d!:sdiiq Vnipf,ie)he lenlee!¢I the INC. The IBC,the I -I hildirg cede eed W!•l. The oppsaeelei.the N➢esA¢ny Fed Wr d the ness,led¢dug ImmMAg,timp, inlithioo and prating, shsg be the #047182 tespeetibiTrtr ptthe Belding Sas ¢a e;d (¢ne :;, All Aeries W.0in I!t. To ndthe pr¢dites¢ndB^i€.sd$.I.kiegCompsnem 5¢Iet, lo!otmw (BCSI) p bkhed by TH rdSECAere MciroRdf,pr-r_guid.—,tglPi•S deTues t:e stsppsuh3f,ies and:apes oft5e rtursaeeig9ee, i!ostiksiyl [sdinter and 1O019 (horlton Or.�Trms xan¢I¢Mtef, anlnf 4!hEwiia detined AyoCannnd ogmed np ak ertegby og parties Involved.1<a lmss Resign fngi;,ew is Yfii sheBwilding gasynerahuss$ytlem Fnginnrtot ¢nybuilGng. All Cop rod tarts we. n6f-d1014, 6pysighT151015A•1Nor Times-MortellAmNnmH.Qepsod¢dionIIIIKS amme;a,inms bm,ispobbi!edw6.wtiltespermissionh.A•1QoolTimes -N¢noeltlmtine{P.E. Orlando, FL32832 Job Truss Truss Type Qty Ply Stc+ Pac/65 i 1 EL B A0562162 61684 MV6 Valley 3 1 Job Reference (optional) T" A,,.. in nO •n7•A'] 0a 4CZ Deno Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLst altruss.com un: y.oGu s Hpr u GU I D rnm: /.ocu s /,g,t ou c u tWtt a cn et uuou.ca, U ug , y ID:W?quLcr?Re?LfzLe98RjH4yHM91-RsTpYM hEGxU00nSSic04W pt394hm7z4djso04nyoKr 6-0-0 6-0-0 1.5x4 11 3 2x4 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 221/5-11-4 (min.0-1-8) 3 = 221/5-11-4 (min.0-1-8) Max Horz 1 = 103(LC 6) Max Uplift 1 = -86(LC 6) 3 =-121(LC 6) Max Grav 1 = 221(LC 1) 3 = 221(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-172/335 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb) 3=121. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard lgaaing•Pit thonaghtnimlb. •A-IPOOn195ISNIIER-[k(PALTINSd(Mr.10KN1101S1[h(m.Vidydesignp—la, adreedowesaIiSImn!)tignOmri'llPOMe_dIII, Aimed tmlim,➢F.leleneaSM1tnMet ete.unInsa*e:Mitu:tdonThe W.ashiAyANUELMARTINEZ,P.E.E Vek,m0w plola t:^.o11 he used lu the 1DDM!lvalid. As a 1.1, sipA Engat,lii.e.,Ipo.Aying ntei};d:eteal any IN repa—tu outptonnalihe professional ollineaing alpomibi5 brit, Will, of at single bass depicted ant"i00 only,.dtrIPP.(hedtsigossm>•p'uns,loc ngnadifions. �tuilohihdyoad nu al tks Gott lot ;ay 0ei':ditliM4MspontIDiEtj sl(tt 0War,Me 0Wte'swhodnd egeoro(ibt 0049 petrgaer, it the aortal of the U17,lb. K, iht loal Wding Md. adT&I. The oppmA of the T00a;:i ay field we al the ha%!, ",Ig hm6tg, tloroce; 10,1011 iatond hraing, stall he the Ii #047182 Iespoa''Switity al the 0tildma0dgaet a:,d(aF3ncta4 All"111 xl asi M61 is and1he pwkn go g6olito of the@Ax;(omptal laloy lnfarMfio l6(Sl) p l,Nhed by TPI WHO at refatn(ed la general guid::fe, TP(•1 de5cas fta ItIPSO Res ad GNA,Fo16t NIS v6pu, No unip ingineet and f 10019(horlton[ir. TmltNenn(artUR6 Uniei1 Fit�^eiea daDeed by o fanlran ogrocd oyoa w fi^eg by o0pvlia inrabed rx Wss Ceugn Eogisnt it khhhe luiidieg Designee er irnstSytlnn Fogioeet Por eayhuilCng. All f SoMhndims as as de3=ed in TPA. Coppighi©1DIiAdOoalLosses•Edanoelldestines,P.F:Peprodurlionoflfrsdoauael,nomylar.^�ispnasdbitedwir`trriiteapetmistioatramA•IPaalGesses-ManaelNartinae,P.E. i 0rI00d0,FL32832 i Job Truss Truss Type Oty Ply Sid PaC/6511 EL B A05621 Q 61684 MV8 GABLE 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:44 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-w21 Bliitl Fctexl eGJXJ31 P0ZU4lsN2myWYZdDyoK 8-0-0 ; v 0 0 1.5x4 II 3 5 4 2x4 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 TCDL 15.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.21 BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 92/8-0-0 (min.0-1-8) 4 = 137/8-0-0 (min.0-1-8) 5 = 393/8-0-0 (min. 0-1-8) Max Horz 1 = 144(LC 6) Max Uplift 1 = -2(LC 6) 4 = -75(LC 6) 5 = -214(LC 6) Max Grav 1 = 92(LC 1) 4 = 137(LC 1) 5 = 393(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-258/46 WEBS 2-5=-305/552 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ-, TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a - n/a 999 MT20 244/190 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a Weight: 27 lb FT = 0% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=214. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmaieg•PlemelhtrongMy rniea tbe'S-I pDOnrD51[3(Sfltrr j,5[SfH3t iE4NSA(001iIODSLUSTCSiTP('P47f3'jA(rNOrA©g[Wfhl'lorm. YerDp dosignpnrometersond modnmes oo rlisltms Design Groring(IODledtheNoseti kordmyfE Reyereere5heel beiareose. Unless tihertise st ed on the fDD, echj MANUEL MABTINEZ P.E. t4Tet¢Mrdor plalas shop beas:dlor MeiDDftbe raTrd.As.Tnss Defies tagiaerO.e; specmhy tqg em):the seal oe WIUD rep —oh anmuptmn et she pnfedonaleogioeering rtspmubi6ly fw th dedga of'he Ingle l:assdtpidtd a=:YiCT?anfy,cada lPl•I, the design ossen �oas,lor5ng ¢odiDms. t st ! obbilityaod use of iks Trussforanyg!fmgisthe mpoosi Reofd.e 0aoe;rl:o0mehulh oofired agent or tbt Duiicig Designer, in the weer of the III, the ID(, the Notb0diog odt ood TPt-1,-i the TODvdaey Failor,.1Ibt Tim, ixi�dicghooE'ng, omgVintioflafionond Msd%shilhe the #047182 set nspopi by aithe 8x7finc Dlrgx!eadfonhado;, All bstes o:the pi 4lit=and arfres e=d goittrmes ofthe8/dir!amptaem 5aletylpformefhnl8(Sllpulishtdbyf71 and 56(A err retertnndfor5eAero!gnd:er4 fPbE defi.^.ts'9tnipaedk'iitrot aod.`a^.tot Cje trnSs Onigoer,T;osSD!r.}n tng7merand 10019[horltOn(ir, dsross Mmel9durer, mlecsElhNxYe defines bra Canirntl ogretd npoa to rrhirg byaR pmrito involved The Lou Desgn Engineer is Nut the buiidmg Oer9w., Tw, System Fngineer ter any building. All fopito4nd tnrx ue asi!`'edit fli•I. (opyright5n1D1$ A.) tool Tresses -Mm d sdudfaer, P,f: Pep ododioo of lka &--t, in ony torn, is prohibited rith wih ;pmmtuim Isom A -I 11.1 Trusses - Moral Me'r-r, P.f. Orland0, FL 32831 1 Job Truss Truss Type Qty Ply Std Eac/6511 EL B A0562157 `61684 MV10 GABLE 1 1 4 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(dal truss.com Kun: i.b2u s Apr 30 20-t5 Prins: 7.620 s Apr su 20to IVII I eK mousrHes, uu:. r Hu nuy IJ UU.U! A9 LU 10 rdgU ID:W?quLct?Re?Lf7Le98RjH4yHM91-w21 Bliit1 Fctexl eGJXJ31 PLQU2WsNNmyWYZdDyoK v 0 0 2x4 5 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 126/10-0-0 (min. 0-1-8) 4 = 171/10-0-0 (min. 0-1-8) 5 = 504/10-0-0 (min.0-1-8) Max Horz 1 = 185(LC 6) Max Uplift 1 = -7(LC 6) 4 = -93(LC 6) 5 = -275(LC 6) Max Grav 1 = 126(LC 1) 4 = 171(LC 1) 5 = 504(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-310/59 WEBS 2-5=-392/665 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1, 4 except Ot=lb) 5=275. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1.5x4 II 3 4 1.5x4 II PLATES GRIP MT20 244/190 Weight: 35 Its FT = 0% SYmaivg•Pleose lbara:gblyra.ier lbe'd-I 1001IMISNIH1,10fillTitus 8 (C5➢I;{OSS(117101Lrp(' T(i'ID:RD'xlF95p1afX1'?am. Verily de+ige pmamelert andrmdaotes oell'slrrss0esigo Craxing�00je.^.d lba Neadseariae4P.E-Seleae:a5hedbein, a., tlaless etl;t:riae st ed as the TOD, oJy MpNUE11ddRTINEI, P.E. MT,kroaaedorplalet0dbeustdfor the NDto berotd. Atelmst 4<tiga Fngiater lu,Sp!fiaNy Eag nedi: na seal oa onq IODrep(tun6 oa uaeptonm pf ginee the professional enring rnpaasibility!whe desiga afthe sngle1r depidedo.Ni80 enly, coder IP41. he designmmsp"oni, loc.�ng cuadifront j suih6iGy vod nod this I'm la any Bradingis the nspoasb:yof 1ktoVq%,!40mefs aAvired egmlor the B469 Design,;, in An rea!ead Me ltL?he lBClhe lanlboi?9ag code a,?K1. The oppraral:i the TODol anyLe'd ast dtbe tvm, i�uwq hoofing, uorage, inslalleioo and bmtiag, Ad be the #047182 � ' retpwu5r7dypllheBaadiog0e'gaetad(antra.^:nr,dllothsselea!ulietGDandldeP�arD(gadguidtfiaesolrhe€ring,p�panenfioletylnkrmerienlBrSl}puyli>NedbylPrand58[Aorettfetenttdforgeneraguid:ere.ipl•Idtiieee"!rnpacuL'ftieaond,u<gto1!".e?rottOnigner,ltuiS?tFi$nEagfieerand 10019 Charlton Cir. TrostM.nnulnttme4nnkumhs!•.isedefined7jafanttatl ngratde?na ineL^r.; 6y onpairitt ie'ralaed Ten lmsf tesga rngi;eef it N01the tonfiag Designer ar Trost Syuem fngineer ter neybuild g. RIIfapitoBadrerr ue esEc4ed is Tfl.l. (oppight502015 Ad pool Times- unreal Mangan, P.t. himdmetion of WS dad'in any tar^.,j%P0,,ibi!ed WM WDIM pmmissiDff hen Ad Peal Messes- Manuel Maninee, P1. Orlando, FL 32832 Job Truss Truss Type city Ply Std Pac/6511 EL B 61684 RG01 Roof Special Girder 2 1 A0562164 Jab Reference (optional) ' I 0 0 1 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:44 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-w21 Bliitl Fctexl eGJXJ31 PKXUyKsCsmyWYZdDyop , 3-104 , 7-5-0 , 7-8-8, 7� 81 12x14 = 9l ,ol 3 Dead Load Defl. = 1/16 it T1 W1 W2 W3 W4 W5 5 { B1 11 5 12 10x10 = 0 10x10 = 7-8-8 3-104 6-11-12 7-5-0 7-8-0 3-10-4 3-1-8 0-5-4 0-3-0 11 0-0-8 LOADING(psf) SPACING- 2-0-0 CST- DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.10 5-6 >842 360 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.15 5-6 >535 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2, W5: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 613/Mechanical 4 = 3090/0-1-8 (req.0-3-10) Max Uplift 6 = -594(LC 4) 4 = -2952(LC 4) Max Grav 6 = 1239(LC 13) 4 = 3090(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1065/525, 1-7=-2375/1419, 7-8=-2375/1419, 2-8=-2375/1419, 2-9=-2375/1419, 9-10=-2375/1419, 3-10=-2375/1419, 34=-1020/865 WEBS 1-5=-1445/2420, 2-5=-803/517, 3-5=-1453/2433 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) WARNING: Required bearing size at joint(s) 4 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=594, 4=2952. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 476 lb down and 147 lb up at 0-7-4, 476 lb down and 147 lb up at 2-7-4, 297 lb down and 139 lb up at 4-7-4, and 160 lb down and 128 lb up at 5-11-4, and 428 lb down and 385 lb up at 7-7-4 on top chord, and 2127 lb down and 2034 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 3=410 4=-2127(B) 7=-157 8=-157 9=80 10=-156 PLATES GRIP MT20 244/190 Weight: 35 lb FT = 0% Weainy. itself thmowgbFysei,tr Ibe'A4 RoofT1USlT1(SEUER-s 4LRfik1 TERMF8(9RDinOhS(USTC54R('BUgn`IA',ZNME09114thl'lo,e. Vnifydesignp emdes end,eodnotesoo ihJsLnnDesign CrwingQDDSend Ibe MoecJoarnoet,ff. 10erense5heef beimewe, Unttss c(herviu s<::ed on the N0, etFp �Welts".Ao, pldts r..oll beas:dfos thtTDD to bt sorW, As: T!assDei@a Fngmse fu,S;Yriehy Eeg�te)ah:uoltneny IUD rep,este"eo aveptanre 0 the prolessionoleegineermgstspoosi64Ry?or the design of,:e th,gtelrssdtgiAed aa; iEO enly. aderfP4l. iht dtsignswep`nnt,lo:5ng saadifions. MANUEL MARTINET, P.E. soildi61y ved mod th;s Tress lot soy lSngBthe stsponsibiuty of rlt 0mer,mOwts% eethomed ogenl of the 8ndfa9 Defignet,le ihtsontttl of the IRL the I61,the lanl building rode and 1pld. Iht nppttYdditu lilDF.=.i any riduu ei 76e 8cw6'dod:egboniir,g,tto!ag:, inAolimiaoand 6saring, sF:ai be the #-047181 ! retpoas3it0p tithe ieJdng O!(�;gere:,d (onfr,.',?, All sties Self; is 15e7D0endlhe plesd(est dpf roesnitbe Whdi g(omptned Softy lnle Se(B(SI)PSrished4 M-odS8(0.ea felamedlorgeeer,+gnid:;he, Rt-I de�es�trespaa�.id'+s tad;atbs alpie lrtns0algner,irons?ti nEn9ioett and Inlss Meonfoemeg uolefs:lilrwise dtOnedbp a farmM ogreed ugan in+rilitg bynll partex tmnired. f4 imsy Cedge fngixeel is hot the Building Designer or Trnss Sytlee fegfneee lu etybeild eg, All (ep6ek d htrs ore %dead ie TPbi, 10019 thorllon iir. (oppsight@201SA-1 Roof Items- MowelMetin", P.f. Repsodudion of this daonett, 1n oty IQ,., is pohibiled with.61feen pe,missionJmm A4 Roof Trosses- Vowel Muslim, P.E. I . OrlOndo,f132832 Job Truss I Truss Type Oty Ply Pac/6511 EL B A0562165 61684 RG02 Flat Girder 2 1 �Std Job Reference (optional) Al ROOF TRUSSES, FOR r PIERCE, FL 3494b, oeslgn(aaltruss.com Kun: /.bLU S Apr 3U zuib enni: /.bLU S Apr JU zu io MI I eK Inausines, Inc. i nu Aug I Ub:U/:4a LU I3 rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-OFbaz2iVoYkkG5crpO2YcEyS2uJbbh wBAH69fyol< 3-4-12 6-9-7 3-4-12 3-4-12 13 7 14 6 10x10 = 5x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.08 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.13 7 >584 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uidI REACTIONS. (lb/size) 8 = 576/Mechanical 6 = 738/Mechanical Max Uplift 8 = -524(LC 4) 6 = -912(LC 5) Max Grav 8 = 964(LC 14) 6 = 1128(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-798/511, 1-9=-2069/1225, 9-10=-2069/1225, 2-10=-2069/1225, 2-11=-2069/1225, 11-12=-2069/1225, 3-12=-2069/1225, 3-6=-608/605 WEBS 1-7=-1254/2117, 2-7=-720/624, 3-7=-1254/2117 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=524, 6=912. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 310 lb down and 189 lb up at 0-7-4, 310 lb down and 189 lb up at 2-7-4, 387 lb down and 277 lb up at 4-7-4, and 17 lb down and 96 lb up at 5-11-4, and 148 lb down and 134 lb up at 6-7-11 on top chord, and 350 lb down and 297 lb up at 6-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-30, 5-8=-20 Concentrated Loads (lb) Vert: 3=-81(F) 6=-286(B) 9=-177 10=-177 11=48 12=50 PLATES GRIP MT-20 244/190 Weight: 31 lb FT = 0% Wmaing•Pleaethorongl7ytnisr lhe:-I POOngU5Sf5("dttE2�,6r3fiALfLRkSdCOgOG1055pC'VA0M?p('6Cif6`IA(VA1'pLED5L4tM1'lotm. Vetdp dWppommele,sond,end notesoe lhitL+xOesfgn Orariag((ODlcei lde NasndBaninet,3.E.Relttet;t Shertbtiote told. 0oless athatsilt s,ted on be T0,o4y MANUEt tdARTINEI1 P.E. �Wrek'ed"dnr plena shall bea1.d toe the MD to be YOGA A,.Iteii 116p tng)ntte(Le;lpedop(aentet)!heto.)on."IDD repruMs onetteploK..1 the plofetsinnof onof,Img mpo'lihnity forth daige ar the smilelr:ssdtpideda- Ne i00 only, do' IPP. The daigo;I'dq el, IoaSng raditioat i iwilablGly nod uu of Iles feat lot ny 6i gisthe respo"Wd'-yof!h:0v.1,:-e0yoefsxthaiud:gniotlh.RuOf'ag Dteigne;iolhriantexlolMNMU6,IlCibelaolboddiogwdtondi?11. Ibe a pp ral of fh, Mo a-d ddyh oteof the Rat, Wedighao;ng,lI.dge, iottnilolion end betting, IhII be the #047182 to$ All Wes RI 0rth Me M Ad the podfin,$ dgui6elinesof the 6uO-,(ompanenfSky lnformntion,lg(Sljp6r0hedbyTPlodd SR(dor. 'emdredfor gtnanlgnid.'n.,IP4ldaPresYeold .'tollzofIft11mtOttigner,rol,Mignfngint«end )0019ChorltonCir. Irau gonutouuret. ndtssntbensede0eeddyefantrnA ogretd op.oin:e^q by eRpwiies inralred. re GossC ryafngKea is kOnbe guildiog Dtsigr,eratrmtfyttem fngineetloenry built."ag.Allfopitaleed ta::s.ee csde.=.-ed iaiPpl. j Copyright57015A•fbefTiuses-9aneei14mtiner, P.L.Repoduelionoflksdol-ont,le..yb.rd,iSindhibiledrihWitten paleissionGomA-IRoof fmtlas-111 u1Hmtinet,P.L WWII, FL32832 i Job Truss Truss Type 4ty Ply Std Pac/6511 EL B A0562166 61684 RG03 Flat Girder 1 1 Job Reference (optional) " ' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:45 2015 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-OFbaz2iVoYkkG5crpO2YcEyR5uKtb12wBAH69fyok 3-6-8 7-1-0 3-6-8 3-6-8 4x4 = 1 1.5x4 II 1.5x4 11 2 548 = 4x4 3 1.5x4 II 3-6-8 3-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.09 5 >943 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.07 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 32 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 306/Mechanical 4 = 306/Mechanical Max Uplift 6 = -287(LC 6) 4 = -287(LC 6) Max Grav 6 = 370(LC 15) 4 = 370(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-265/603, 1-2=-835/1975, 2-3=-835/1975, 3-4=-265/603 WEBS 1-5=-2018/853, 2-5=-267/434, 3-5=-2018/853 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing platecapableof withstanding 100 lb uplift at joint(s) except Ot=lb) 6=287, 4=287. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the -analysis and design of this truss. LOAD CASE(S) Standard SF¢rmng-Pleou thmo:eMr rti;ct lbe'1IEGOFIF7AFS('SELL(i�,gSTit(EFPYSdCCV0Il7qSCUS70kri('E[:Ei'JI(rFOHrEYFLtENt'Iorm. Vailpdesignpa-4moad Wend...rk st: ed on the @O, n;,h A � MA TIE PE.! Orr ra¢aedai platese:^.alf be as-dfar the NOloh—Ed. Asa Trrss Oesi¢atngi¢eer fu., Spniohp Engaaert'hesaloa.oaylDO nprewma acmphnm of the prolestionolengiateriagmrpeasibiWa, the design afthe singlelsatsdepisted ea the700 only, and,,Wl. The dniga asw ns,laading m4fivns, M N EL 8 N Z, Z whbiglfend-ololifrussfm any804in i;1he mspamiDcy et aOrnee,a^e0_1's:uthorieed agent Drib: Raildiag Designs;lathe(we'lof the)r(,IAe(B[, Ibt tarot bgibfing codeood TPH. the appmmteStht Mid mryre':dom of lbeLust,fada&¢ghaed�g,foroggimto0etiocaod Mating, shaltbe the #047182 respaesb;lity althg la@ding Oecgger ged(orfr;^x, All notes sti ofis the lot and lht proaims¢ad gtdevUes¢!ihe ruifdiag(ompananf Safety lnturmfe, ir(S1)pub1obgd by IN and SW ore f aimed toe pamj guid:c(e, rPhl d:ri^es tretpaea'.fd ll oeddui!s of tie rmst geugae4i.uss ges?go rngineer and I I �im+s Monulomue6 ard!ssetbesvise defined bpa(anootl ogmtd epaa in.tbiag 6y cCpmfin Mrobed Tkelrass0esfgn Fngiseetis Afifrh,t.iW�ng0esignerae Tmss SystemfegineerloranybuilSag. ill Caphg;ed I—& ade`:.=,ed faMI, 10019 fhorlton Or. (opfeightSn., 20f5 A•1 Goof Trusses. Manuel Mmtinet, P.F. Repmdodiaa of lks dammtal, is amy F:r.^, It prohihi'ed wif` rriftea permission tram A•I Rol Tusses-M—al Ma,linat' I'L I Orlando, Et 32832 Job Tmss Truss Type Qty Ply Std Pac/6511 EL B A0562167 61684 RG04 Flat Girder 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Hun: /.b20 s Apr su 2ui b runt: i.bzu s Apr su zulb mi f eK lnousmes, inc. 1 nu Aug 1,1 ui5:ur:4b zu 10 rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-sR8yAOj7ZssbtFA1 Nkan8SVg3lfKKBC3Pgl gh5yoKr 4-9-0 9-6-0 4-9-0 4-9-0 Dead Load Defl. = 3/16 it - 5x8 = Sx8 "- 9-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.25 5 >434 360 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.29 5 >366 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x8 SP No.2 *Except* W4: 2x4 SP No.3, W2: 2x6 SP No.2 W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 4=0-4-0, 4=0-4-0. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) except 6=-2032(LC 4), 4=-2057(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 6=2131(LC 1), 6=2131(LC 1), 4=2062(LC 1), 4=2062(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1456/1285, 1-7=-5395/4579, 7-8=-5395/4579, 2-8=-5395/4579, 2-9=-5395/4579, 9-10=-5395/4579, 3-10=-5395/4579, 34=-1387/1311 WEBS 2-5=-1335/1112, 1-5=4637/5463, 3-5=-4637/5463 NOTES- 1) Ply to ply nailing inadequate 2) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 2 rows staggered at 0-2-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 2 rows staggered at 0-2-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2032 lb uplift at joint 6 and 2057 lb uplift at joint 4. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 206 lb up at 0-3-10, 346 lb down and 297 lb up at 1-7-4, 289 lb down and 252 lb up at 3-7-4, 289 lb down and 252 lb up at 4-9-0, 289 lb down and 252 lb up at 5-10-12, and 346 lb down and 297 lb up at 7-10-12, and 163 lb down and 231 lb up at 9-2-6 on top chord, and 1085 lb down and 965 lb up at 1-1-12, and 1085 lb down and 965 Ib up at 8-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) PLATES GRIP MT20 244/190 Weight: 88 lb FT = 0% Standard Vert: 1=-173(F) 3=-103(F) 2=-289(F) 7=-346(F) 8=-289(F) 9=-289(F) 1 0=-346(F) 11 =-778(B) 14=-778(B) Nmoiag- Pleass iharoyffy st.isw 59e'A I PODf HZISrAL111 I.0011TIN 6 ODD)a-dsht Moeel yx6n,;PE gdtreem Shttt b;f., ast. Unless tther iu 5 'ed anlhe IDD, 1*i aihituoudos plea NObe asedIs!MeT➢D to 1w rafid Assiross Deuen Fngina.A.e, Sptslhy Enyao.}, the seol or:any f00 iupsesmb an amptanm otlhe pmlessionol eagineningmspansiblGtyf.14 dedgv afae iusglebctsdepiAedca ae lGg nnFp, cndtr fP4l. The drtign ossucp"nns, lou$ng roaditionc MANUEL MARTINEZ, P.E.: tuilahiDiy aad ose of nds buss ear onpre?9ngnihe responsi5 ydd:;Ovn.,^:eo�mPs aathooted ogmior5F.s 9uife:ag Desigo.,fn the nMofloe the ll(,ihe lPCiM1t local budding mle ondTPbl. lie opp!a.1of tht IDD&A any field uxafthe 6uss,'r.Afa&q koad'mg, slroge, iastand"'. and h!aoiag, sEel be the #D47182 { i espon 6dryoHheE Wny Oesynere d(ontra;r,AVa'r tsul ecsaide':CG and she pro$. aguidtlines of he PuiWng(ompaoen faleryfdotmmionlr(SI)puh6shed by l?l ond$BCA pitldttH ed lr generl ghid =fe, iPld deSees asapaasip €es and 4se; of tht lN55 GevgnegP.0 Des;A ingiaecr and i imss Yanntnwrey unless askenifedefined bpafanhaeogmed upon fn n;deg bpoDparfia inrnlred. rxbuu&�iga ingiater is GGt the BuDfng Detigncrertruss Syd.n Fegiaeefla—Ybuiffag. All (apit :ed:ers uo aske:5=ed in iF3.1. I0017 thnfllan (a h1@2015 A -I Roof Tsusses•Manuel 11antiea,P.E. Ea mducion of JMS dwunra, � an His ohibi!ed with wriffes.mission h.A-1 Roof Tmssas- Manuel lAmfnu,P.E. Orlando, FL 32832 i PPi9 P Y ., P P ? Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 RG05 Flat Girder 1 1 A0562168 Job Reference (optional) w e At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s ID:W?auLcr?Re?LfzL 1.5x4 11 2 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:46 2015 Page �jH4yHM91-sR8yAOj7ZssbtFA1 Nkan8SVcQldgKAr3Pglgh5yoKr 3 4 7 10x10 = 8 6 9 5 4x8 = 10x10 = 4-8-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-6, 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 410/0-1-8 (min. 0-1-8) 3 = 433/0-1-8 (min. 0-1-8) Max Uplift 1 =-385(LC 6) 3 =-391(LC 6) Max Grav 1 = 428(LC 15) 3 = 438(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1395/3346, 2-3=-1395/3346 WEBS 1-6=-3386/1411, 2-6=-355/509, 3-6=-3386/1411 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=125 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4-8-8 CSI. DEFL. in (loc) I/deft L/d TIC 0.86 Vert(LL) 0.24 6-7 >457 360 BC 0.66 Vert(TL) 0.20 6-7 >559 240 WB 0.70 Horz(TL) 0.03 3 n/a n/a (Matrix-M) 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 1 and 391 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Dead Load Defl. = 1/8 it PLATES GRIP MT20 244/190 Weight: 43 lb FT = 0% Warning- Please Ibwonghly ¢view Ihe'A I ROOFIRDSSTSI-SFLLERI, CERFRAI RRMS A f0N61D0M CUSTOMER I BUTIRI A(RNOWIFDCFMIRi' loan. Pertly das'ryn pv,umetas and rzod Dotes on Ibis boss Dntgo Omwiag(NDjand the Yoovel Mmdoey pl. Reletenee Sbeel behse osn. Unless oT6nsdse sealed on be IDD, only �Mhk manta., plate, shall be used for the TDOTabe rolid. Asa%rs Design Fngineq(i.e., Spedoly Enyinn,11he-Ianany TDD rtpreunls ananepfimeal the pmfnsi-1 engineering¢spnnsibility(m the design ohhesinglehussdepisledanlhe NO only, midm lPl-L the design otsumpliom, baring mndiboor MANUEL MARTINEZ, P.E. wimbi6ty and use of this Truss far any Raildiq islhe tespobsibgly al The Owner, The Dow's uuthmhed ageel as the 110dng Oe,igner,1.ekeaunt"!0the IAC, the III, the hml building rude and TPl-I. The app val al the TOO and any lield use anhe I,-, iatludng Wing,st.,I,, imtulhliaa and bmsiagsho0 be she #041182 respansibifily of the Buddlog DeGgnet and(onttador. All notes satout,. the TOO and the pram¢, and guidelines 0the BuildngCompneeal Safety lnfornalien(RCSI) published by Wl and SR(A are sefneased for general gvldmat.TPI-I define, the sespoosibDaies and doges of The Ism Designer Trms Design Enginmt and 10019 (horlbn (ir. hoe, Moouhou,u, unless ads—ise dehaed by o Iwan ag,eed upon in w,ding be all psalm ismi"d. The Tmss Design Foglnee,1, Rol oe Rulldng Oeslyaer or hms System IsTneer lo, any building. All C spn&W tams we as detmed in SEW. Copy,ighs © 2OIS A -I Roal Trusses- Manuel Maoi-, P.F. Rsprd lfto of this darument, in any form, is prohibited with Viften permission hem Ad Roof Trusses -Meauel Martinet,1`1 Orlando, FL 32832 Job Truss Truss Type Qry Ply- Std Pac/6511 EL B A0562169 i61684 e WG01 FLAT GIRDER 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 3494b, design(ama'ltruss.com Kun: i.6/us Apr au 2u t o rnnr s.otu s npI oU cu IO Ivn I - II1UUJat t-, n tom. r tU ,a,y r cigz ID:W?quLcr?Re?Lf7Le98RjH4yHM91-KdiKOjkIKA-SVPIDxR50hfl rc7iy23aOCeUmDDYyoKi 3-1-9 6-1-7 9-1-4 12-1-1 15-0-15 18-2-8 3-1-9 2-11-13 2-11-13 2-11-13 2-11-13 3-1-9 Dead Load Defl. = 9/16 ii 2X4 II 7xto MT20HS= 3x8 = 2x4 11 10x14 MT20HS= 2X4 11 3x8 = 7x10 MT20HS= 3-2-12 i 6-1-7 9-1 4 12-1-1 14-11-12 18-2-8 ,n 11O_„_14 9_ii_13 9-1n-11 3-2-12 Plate Offsets (X Y)- [1.0-3-0 0-1-6] [2:0-3-8 0-1-8] [7:0-3-8 0-1-8] [8:0-3-0 0-1-14] [9:0-5-00-4-81 [10:0-3-8 0-1-8] [12:0-6-0 0-5-4] [14:0-3-8,0-1-81, [15:0-5-0,04-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.37 12 >570 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.78 12 >270 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.88 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 358 lb FT = 0% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15 = 7859/0-7-4 (min. 0-2-3) 9 = 8973/0-7-4 (min. 0-2-8) Max Horz 15 = -80(LC 4) Max Uplift 15 = -2674(LC 4) 9 = -3315(LC 5) Max Grav 15 = 7859(LC 1) 9 = 8973(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-983/655, 1-16=-1712/534, 2-16=-17121534, 2-17=-15982/5151, 17-18=-15982/5151, 3-18=-15982/5151, 3-19=-33241/10966, 4-19=-33241/10966, 4-5=-33241/10966, 5-6=-33241/10966, 6-20=-17821/5808, 7-20=-17821/5808, 7-21=-2102/711, 21-22=-2102/711, 8-22=-2102/711, 8-9=-1211/950 BOT CHORD 15-23=-5184/15982,14-23=-5184/15982, 14-24=-9824/29091, 24-25=-9824/29091, 13-25=-9824/29091, 13-26=-9824/29091, 26-27=-9824/29091, 12-27=-9824/29091, 12-28=-9522/29237, 28-29=-9522/29237, 11-29=-9522/29237, 11-30=-9522/29237, 30-31=-9522/29237, 10-31=-9522/29237, 10-32=-5813/17821, 32-33=-5813/17821, 9-33=-5813/17821 WEBS 2 15=-15516/5035, 2-14=-1713/5754, Continued on page 2 WEBS 2-15=-15516/5035,2-14=-1713/5754, 3-14=-14142/5023, 3-13=0/590, 3-12=-1274/4477, 4-12=-2645/1246, 6-12=-1592/4320, 6-11=0/661, 6-1 0=-1 2315/4001, 7-1 0=-1 089/4643, 7-9=-17092/5553 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOE=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plate(s) atjoint(s) 15, 1, 5, 8, 9, 2, 14, 3, 13, 4, 11, 10, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 12 checked for a plus or minus 1 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2674 lb uplift at joint 15 and 3315 lb uplift at joint 9. 11) Load case(s) 2, 10, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 404 lb up at 0-3-10, 192 lb down and 145 lb up at 1-8-0, 200 lb down and 111 lb up at 3-8-0, 270 lb down and 134 lb up at 5-8-0, 2647 lb down and 1469 lb up at 6-2-13, 1517 lb down and 725 lb up at 8-2-0, 1517 lb down and 715 lb up at 10-2-0, 1517 lb down and 703 lb up at 12-2-0, 1517 lb down and 690 lb up at 14-2-0, 1343 lb down and 710 lb up at 16-0-8 , and 192 lb down and 145 lb up at 16-6-8, and 37 lb down and 458 lb up at 17-10-14 on top chord, and 211 lb down and 170 lb up at 3-0-0, 118 lb down and 86 lb up at 5-0-0, 118 lb down and 86 Ib up at 7-0-0, 118 lb down and 86 lb up at 9-0-0, 118 lb down and 86 lb up at 11-0-0, 118 lb down and 86 lb up at 13-0-0, and 118 lb down and 86 lb up at 15-0-0, and 118 lb down and 86 lb up at 17-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-90(F=-20), 9-15=-170 Concentrated Loads (Ib) Vert: 1=-275 5=-1517 8=-37 14=-211(B) 3=-2647 12=-118(B) 10=-118(B) 6=-1517 16=-192 17=-194 18=270 19=-1517 20=-1517 21=-1343 22=-192 25=-118(B) 26=-1 18(B) 29=-1 18(B) 30=-1 18(B) 33=-118(B1 Warning -Plemethat aoghlywiew lb, 'A11001TRUSSISrSflR"LC(RIRAI111%A(ONOnIONS(UST0911"U111?A(CNOW110CM0117 Wes.yuDydesignpar-lenand',adaatesmMishussDesignNotingRD)aadthe1A.-IAlmtmm,P.LWas aSbulbelamas,.Unlessoderriseslaledaathe100,only MANUELMARTINEZ,P.E. ATA mantes plates shall be os,d fir the TDD la be valid. As D Ties, Design hill ... i (..a, Spedthy htgineuy the seal on any IUD apreunis an .... plan'. of the p'olessi-I wgineaiag responsibility its the design oT the single bass depid,d as the TDO only, under IPLI. The design ossumpti-, leading mndiliom, AsahblRq and-.1MS,Lass[at any Building is lite'mponsibility of the O.nel, the Om.isoathaniied ogeol at the Wag Designer, in lb, mnlext of the IR(, the IB(, the late) W'diag'8d, andTP1-l. The oppi-I al lbe TOD and any Feld me of the imss, indediag hoadfing, chug., inslol6N.naad It ing, shall be the #047182 - nspaasibilily of the laldiagDoignelond(antsattar.911natmset outmThe 100aadthe pstai sand pidlinesolthe Sailding(amponulSdetrinlotmmiDnIB(st)psbFehedbyTPlend SMa,,fel" edforgets Iguld.rem.IPI-Idelinesthe msponsibihfitsa ad Wes afthelrussDvipv,NssDesign lnfamand 10019(horllonCir. Tlaef kanufatma, unless ath-ise defined by a (nano.. agreed Dpon in wiling by all patties involved. The truss Design [agineer is 11011h. ¢raiding Designeral Loss Systemboaetr lot any building. All (apOaBmd lams ate as defined in )PI.1. Copysighl©101S A-1 Real Ises- Manuel Mulinm, P.T. Reprodtim ust Df this damme.t, in any Torte, is prohibited with written permission has A -I goal Trusses-MDnunl Madinat, P.I. Orlando, FL 31831 m Job Truss Truss Type Qty Ply Std Pac/6511 EL B F1684 WG01 FLAT GIRDER 1 3 A0562169 Job Reference (optional) et � Al ROOF TRUSSES, FORT PIERCE, FL 34946,'design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:47 2015 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-KdiKOjklKA_SVPIDxR50hf1 rciy23aOCeUmDDYyoKT LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-110(F=-50), 9-15=-170 Concentrated Loads (lb) Vert: 1=-219 5=-1353 8=-1 14=-186(B) 3=-2352 12=-103(B) 10=-103(B) 6=-1353 16=-175 17=-177 18=-245 19=-1353 20=-1353 21=-1219 22=-175 25=-103(6)26=-103(B)29=-103(B)30=-103(B) 33=-103(B) 10) Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-8=-90(F=-60), 9-15=-170 Concentrated Loads (lb) Vert: 1=-51 5=-861 8=107 14=-110(B) 3=-1469 12=-57(B) 10=-57(B) 6=-861 16=-121 17=-126 18=-168 19=-861 20=-861 21=-739 22=-121 25=-57(B) 26=-57(B) 29=-57(B) 30=-57(B) 33=57(1]1) 25) Reversal: Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-110(F=-50), 9-15=-170 Concentrated Loads (lb) Vert: 1=-51 5=-861 8=148 14=-110(B) 3=-1469 12=-57(B) 10=-57(B) 6=-861 16=-121 17=-126 18=-168 19=-861 20=-861 21=-687 22=-121 25=-57(B) 26=-57(B) 29=-57(B) 30=-57(B) 33=-57(B) 26) Reversal: Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-8=-90(F=-60), 9-15=-170 Concentrated Loads (lb) Vert: 1=-51 5=-861 8=107 14=-110(B) 3=-1469 12=-57(B)10=-57(B)6=-861 16=-121 17=-126 18=-168 19=-861 20=-861 21=-687 22=-121 25=-57(B) 26=-57(B) 29=-57(B) 30=-57(B) 33=-57(B) loaning -Pleme thmnugbly task. the 'A -I RODE TRUSSES(1111111, GENIRAI TERMS A(ONBIOONS(USTOMH rBUTTRI WHOyflEOG(Merform. Verily design ponmeun and mod notes on this Truss Omigo Drawing(TDD)ond the Manuelkefieu, F.E. Ra a,, Sheet before use. Unless other.iu stated an the TOD, elf A II LM Mild —,do, titer' shoo be o"dI., the TOD to be solid.A. Troia Design Engineer I.""peddly ingweery the sett oo waylDOmp... ars aapron of the pmlessionol engmeeiiogrnpoavUFryfar the design.1 the single Tress depleted a a the 100 only, under TPTl. The dcsiga as—plim, Mofingmrditioos, M N E ARTINEZ, P.E. soit.Wyand utealthis Tress for any RoUing is the responsibifitp of the Or net. the Owners aothoraed agent or the coding Designer, In thesmdeef of the AT, The TO(, the local building ade and TPbl: The opp..0 of the TOD and my field use of the Tlms, induding hudong. stooge, instolletian end Wring, hall be the # 047182 /!\AN nmc, so ore in the Too and the p infi.and 94d'hee,of the Buildieg(ompoeeas Wen, lnformotion(1119)pabDsbed by TPl and SR(Aofe mhmrced for geaeral golden". IPLl defiees the respansiblf,, and duties of the Tross Oedgm, Los, Win fngnter and 10019 (horlton Or, Loss Moaufodmer, unteuo>hervimdefinedhya(onhod opreed "tenses.rilingbyollpmtlesmvolvcd. The Ears Derigo boar— is NOT the Building Berliner or Tore Sysf nelagfnmr for any baildmg. AN(oist.1md I—, are as defined to TPI-1. Copyright © HIS A -I Roof Trusses - Moroni Madinee,1`1 Reprobation of this dorument, in any Was is prohibited with w,fien pe,mi„ion from A-1 Roof T,us,es-Manuel Marfirsu, P.I. Orlando, TL 32832 Job Truss Truss Type Qty Ply Pac/6511 EL B A0562170 �61684 WG02 FLAT GIRDER 1 _rS �Std A v Job Reference o tional Al ROOF TRUSSES, FUR I PIERCE, t-L S4SJ14b, aes)gn(Na-il7uss.com mull: r.Dcu s Mpx Ju Lu 1J r1111e. r.Vcu a �pn .,... ,...y .,, _., ... ...n.. I D:W?quLcr?Re?Lfzle98RjH4yHM91-ogGib31N5T7J7ZKQV9cFDta?k5K4ol gMt8WnmyoK 3-2-12 6-2-0 9-1-0 12-0-0 15-2-8 3-2-12 2-11-4 2-11-0 2-11-0 3-2-8 Dead Load Defl. = 5/16 it 3x8 11 y xl u = 3-2-12 6-2-0 9-1-0 12-M 15-2-8 9-11-4 2- No 2-11-0 3-2-8 Plate Offsets (X Y) ]5:0 4 12 0 2-4] [6:0-3-0 0-2-2] [7:0-5-0 0-4-4] [9:0-2-12 0-1-8] [11.0-4-8 0-2-0] [12:0-4-4 0-1-81 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.24 9-10 >735 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.46 9-10 >385 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 301 lb FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP N0.2, W2,W8: 2x4 SP No.2 W5: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 5947/0-7-4 (min. 0-1-10) 7 = 8039/0-7-4 (min. 0-2-4) Max Horz 12 = 80(LC 5) Max Uplift 12 = -2303(LC 4) 7 = -3253(LC 5) Max Grav 12 = 5947(LC 1) 7 = 8039(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=5246/2294, 1-13=-11845/4415, 2-13=-11845/4415, 2-14=-11845/4415, 14-15=-11845/4415, 3-15=-11845/4415, 3-16=-21056/8293, 4-16=-21056/8293, 4-17=-21056/8293,5-17=-21056/8293, 5-18=-1780/704, 6-18=-1780/704, 6-7=-1624/905 BOT CHORD 12-19=-458/1224, 11-19=-458/1224, 11-20=-8423/21087, 20-21=-8423/21087, 10-21=-8423/21087, 10-22=-8423/21087, 22-23=-8423/21087, 9-23=-8423/21087, 9-24=-5836/14888, 24-25=-5836/14888, 8-25=-5836/14888, 8-26=-5836/14888, 26-27=-5836/14888, 7-27=-5836/14888 WEBS 1 -11 =-4329/11490, 2-11=-287/208, 3-11=-9994/4320, 3-10=-247/1224, WEBS 1 -11 =-4329/11490, 2-11=-287/208, 3-11=-9994/4320, 3-10=-247/1224, 3-9=-97/1136, 4-9=-1739/816, 5-9=-2687/6677, 5-8=-10/776, 5-7=-14195/5562 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=125 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2303 lb uplift at joint 12 and 3253 lb uplift at joint 7. 9) Load case(s) 2, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 404 lb up at 0-3-10, 192 lb down and 145 lb up at 1-8-0, 200 No down and 111 lb up at 3-8-0, 270 lb down and 134 lb up at 5-8-0, 1985 lb down and 1117 lb up at 6-2-0, 1180 lb down and 557 lb up at 8-2-0, 1180 lb down and 544 lb up at 10-2-0, 1180 lb down and 529 lb up at 12-2-0, and 1804 lb down and 793 lb up at 13-6-0, and 173 lb down and 303 lb up at 14-10-14 on top chord, and 510 lb down and 519 lb up at 5-0-0, 350 lb down and 314 lb up at 7-0-0, 370 lb down and 357 lb up at 9-0-0, and 370 lb down and 357 lb up at 11-0-0, and 370 lb down and 357 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-90(F=-20), 7-12=-170 Concentrated Loads (lb) Vert: 1=-275 6=-173 3=-1985 9=-321(F) 5=-1180 13=-192 14=-194 15=-270 16=-1180 17=-1180 18=-1804 21 =-51 O(F) 22=-284(F) 25=-321 (F) 26=-321(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-11O(F=-50), 7-12=-170 Concentrated Loads (lb) Vert: 1=-219 6=-136 3=-1764 9=-283(F) 5=-1053 13=-175 14=-177 15=-245 16=-1053 17=-1053 18=-1597 21 =-450(F) 22=-251 (F) 25=-283(F) 26=-283(F) 10) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Continued on page 2 Uniform Loads (plf) W.'eing- Pleuse lhmaoghly meierthe -A-I ROOF TRUSTISrS1101. DINFRAI FIRMS 9(ONDIU04S(USrOMFP('BUrFR1A[RNOWIFDtfM[NP Imo. Verily design pownedt nndrzod notes on this lots Witt, D—iog(fD9) and the Manuel Morro., PL Aelornre Sheet belare use. Unless mhemiu slated on the 100,only MANUEL MARTINEZ, P.E. MdeY mnoetlor plmes sholl be oud for the IDDfs be eobd. Aso Fox Design fnginee,(is- Spedshy Engisenj, the tee) on ony IUD let, oh an amplonmof the prolexionsl eogineesmgmsponubiliryfoi The design al the single loss depdrted on the TOO sell, uud,,TFIL The design uxumplim, boding ondaloos, lvilsblfdy sod ute .Lux Lux for troy Duild'mgis the msponsihiGly al the Orom,the Umner's outhorirelf uganto, the Do!diog Uesignsr, in The romelt of the IR(, the ID(, the lord budding rude and TPbl. the opproesl of the IUD and ley field ue of the Trusr,heduding houd6ng.dmtge, Wellelion and bmtisq, sholl he the #04T182 A! tesponsibiGliollM1eBuildiegDesigneond(omrartocAll note, let 'eiothe TDOandthe plortitesotdiehlrbeerdib,loildiegComperni 4rIft.oFon(I(Sgpubli,hedbyINedSlUor, Weimdfor garralguldente.TP4ldefiner the responsibilif"sred dufinofThe Truss 1169oeglos,Decig.Fngaeesrod 10019 (horilon Or. " Ioss4osulxtumr, utlexotherrin defiled bya(osuott tilled upon io wiling by all pones i... Ind. The iron Design Foglncerl, NOT the Building Designerr, Too System fngineer for soy building All(apilntiud toms me or defined in IPl-I. (opyrighl@ 2DIS A-1 Roof Trusses- Manuel Wilinn, P.I. Reprodtttion of this daomeot, in troy form, is prohibited with written permission from A -I Roof Trusses -Monuel Mortiner, P.T. Orlando, FL 32832 Job Truss Truss Type Qty Ply Std Pac/6511 EL B 61684 WG02 FLAT GIRDER 1 3 A056217Z Job Reference (optional) r e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Aug 13 08:07:48 2015 Page ID: W?quLc!?Re?LfzLe98RjH4yHM91-ogGib31N5T7J7ZKQV9cFDta?k5K4ol gMt8W nm_yoK LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-90(F=-60), 7-12=-170 Concentrated Loads (Ib) Vert: 1=51 6=-25 3=-1101 9=-170(F) 5=-673 13=-121 14=-126 15=-168 16=-673 17=-673 18=-977 21 =-272(F) 22=-1 50(F) 25=-1 70(F) 26=-1 70(F) 1'isromg.Pleaselhmoaghlyenvie, the ',61Ro0FIDDSSIs(1111111,BINIRAITIRMSACONDITIONS fDSTONFR(BUTERIA(NNOWIEDDFMFNI'Corm.Verilysissy,parmminsand ,adtanuonfhisLmsassignDmwing(NDlandtheMonuelMmfinu,P.E.RefswarmSheetbela—m.Notes,otherwise sloredorlheIUD' only !A !&Writ mrnrden plots, shall be oxd!as The Too to be and. As o Lars Designs F,gisem(le., Spedaby ingi-iA the seal an anyT➢Drepresenls anoeuplans, al the professional eogi.,ving responubiNtyfar the design al the siagleLms dep!ded ra The TOO only, order TP6MANUFLMARIN Z l. The design assumptions, boding ronditiws, T F , P.E. suboboily and use of this It... for any Building is the tespohsibility of the Owner, The Owner's authorhed agent at The Building Designer, In The mnleet0the ITT, the 18(, the laml buildingmde and VI -I. The appmol.1 the TOO and any Wield use of the Lass, induding baodling,doings, installation and brming, shoo be the #047182 pamibiruyof the hild!ng Daignu and Wismeor. All art,, su Doti, the Too and the pro,ias and gnldehnesol The B,ildingtompoaent War lahermalim(B6I)pubhshed by IN Dad SB(Aor, refr—dfar general paid,ow.IPI.1 dehnu the mspansibSfiesaad duties of the Tmss Designer, Tmss Design bill .erend 10019(hOrNon(Ir. Los Yoaufadmu, urlem wh-h, defined by a ronnan agreed upon in writing bvall parties inrabed. The Twos Derigo Foginen Is NOT the Building Designer of buss System rngineer for any WWI. In ropholimd Innis are as defined in IPI-I. (opyright© 2015 A-1 Roo! Trusses - Manuel LadlneR, P.F. Reprudodion of this d-areal, in any Worm, is prohibited with written permission ham A -I Roof Losses-Monue!Waineo, P.F. Orlando, FL 32832 e ,^ " 1 ROOF 0 TRUSSES A FLORIDA CORPORA1710N Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are,not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.Altruss.com Uffm a Name: 0 Address: STRUCTURAL CONNECTORS' Customer. A WIN& Coftipai7y Contact Number. Hangers tic IV, 04 Ij. -M bf1i, i.,j M n 11070 W, a16j, a rts, - : a1536 a0m; 1609E upliff 0 R 100"') W, TI JUS24 1881, 655 750 B20 510 4- 10d (Header) FL821.3 9, 2- 10d (Joist) 0510-01, RR 25779 LUS24 670 765 825 490 4 -10d (Header) I I 1 1 2 - I Cd (Joist) T2 JUS26 1881, B56 975 1060 3.115 4- 10d (Header) FL821.42, 4- 10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 4 -10d (Header) 4 -10d (Joist) T3 MSH422 183:4 22 - 10d (Face - Face Max Nailing) FL822.36, 6 - 10d (Face - Top Max Nailing) as- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6 - 10d (Joist -Top Max Nailing) RR 25836, 4- 10d (Top -Top, Max Nailing) THA422 2245 2245 2245 6- 16d (Carried Member- Face Mount) 6 -10d (Carried Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 1 6d (Face - Top Flange) 4 - 16d (up - rap Flange) THA1422 1835 1835 1835. 2-10dx1-112 or2-10dxl-112(Carried Member) 20 - 10d or -10d (Face) .4 -10d (rap) US P StrucLu rat Connectors T4 TH D26 1781, 2485 2855 3060 2170 - 18 - 16d (Face) FI.13285.35 12-10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU26 040 3340 3600 1555 II -10d x I-112 (Corded Member) 20 -10d x 1-112 (Carried Member - Max Nailing) 20 - I6d (Carrying Member) ?a -16d (Carrying Member- Max Nailing) T5 TH D26-2 17894 2540 2920 3175 2285 - 18 - 16d (Face) FI.13285.35 12-10d (Joist) , 06- 0921.05, RR 25843, 18116-R IIHUS26-2 2785 3155 3405 1550 - 14 -16d (Face) 6 -16d (Jo ist) HTU26-2 2940 3340 3600 2175 20 -10d (Carried Member - Max Nailing) 20 -16d (Carrying Member- Max Nailing) T6 TH D28 1781, 3865 3965 3965 2330 - 28 -16d (Face) FL13285.35 16 - 10d x 1-1/2 (Joist) 0921.05, RR 25843 HTU28 3820 4340 4660 2140 26 -10d x 1-112 (Carried Member - Max Nailing) 26 -16d (Can)4ng Member- Max Nailing) T7 THD28.2 178:4 3950 4540 4935 2595 - 28-16d (Face) FI.13285.35 16 - 10d (Joist) . 06- 0921.05, RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 - 22 -16d (Face) 8 - I6d (Joist) HTU28.2 3820 4340 4680 3465 26 -10d (Carried Member - Max Nailing) 16.16d (Canying Member- Max Nalling) T8 'THD46 178:4 2540 2920 3175 2285 - - 18- 16d (Face) ` FL13285.35 12 - 10d (Joist) , 06- 0921.05, RR 25843, 13116-R USP Structural Connectors HHUS46 2790 3410 JISSO 14 -16d (Face) 13160 6 -16d (Joist) T9 TH D48 178:4 3950 4540 4935 2595 28 - 16d (Face) FL13'285.35 16 - 10d (Joist) 06- . 0921.0 5, RR 25843, 13116-R HHUS48 4210 4770 5140 MOO - 22.16d (Face) 8 -16d (Joist) T10 TH DH26-2 1881, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8- 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - 20.16d (Face) 8-16d(JoUt) T11 THDI-126-3 1881. 3915 4505 4795 2235 20 -16d (Face) FL021.75, 8 - 16d (Joist) 06- 0921.05, RR 25779 HGUS26.3 4355 4875 5230 2155 - 20 -16d (Face) 8 -16d (Joist) T12 THDH28-2 188:4 6535 7515 8025 2665 - 36 - 16d (Face) PL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS284 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 188:4 6770 7785 8025 2665 - - 36-16d (Face) FL821.77, 12 - 16d (Joist) 06- 092L05, RR 25779 HGUS28-3 7460 7460 7460 3235 36.16d (Face) 12 -16d (JOisf) USP Structural Connectors IBM USPName: Address: STiZUC ORAL CONNECTORS' Customer. A We1CCompany Contact Number. Fastener Comparison Table - -3.-._-ice ....-.-r_�'�:.?.-=Y..✓'-�.a�..--:3;"y+��. ;�Co:nnec�nr�•�cheduFe -_-�-w:_��_.;:... �r3.=._ '-,.._'i""�"`'�. -__` Gmiin -�.0 LaiiP} = USP Stoci T ?' ltenuflredFastenerss>i� Bence°Na-Re try=- --•ram ut�ii:Fasines = _ - TI JUS24 4-10d (Header) tUS24 4-10d (Header) 2 -10d (Joist) 2 -10d (Jo&V - TIO THDH26-2 20 -16d (Face) HGU.S2G2 20-16d (Face) 8 -16d (Joist) 8-16d (Joist) - T3.1 THDH26-3 _20-16d(Face) HGUS2&3 20-16d(Face) 8 -16d (Joist) 8 -16d (Joist) - T12 THDH28-2 36 -16d (Face) HGUS 8 2 36-16d (Face) 10 -16d (Joist) 12-16d (Joist) - T13 THDH28-3 36-3.6d (Face) HGUS28--3 36-16d(Face) 12 -16d (Joist) 12- 16d(Joist) - T2 JUS26 4 -10d (Header) tUS26 4- IOd (Header) 4 -10d (Joist) 4- IOd (Joist) - T3 MSH422 22 -10d (Face - Face Mac nailing) THA422 6 -16d (Carried Member - Face Mount) 6 -10d (Face -Top Max Nailing) 6-10d (Carried Member - Top Flange) 6 - Iod (Joist -Face Max Nailing) 22- I6d(Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d (Top -Top Max Nailing) 4-16d (Top - Top Flange) - T4 THD26 IS -16d (Face) HTU26 11-10d x I-1f2 (Carried Member) 1.2 -10d x 1-1J2 (Joist) 20 -10d x 1-112(Carried Member - Max Nailing) 20 -16d (Carr}*rg Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18 -16d (Face) HHU52&-2 14 -16d (Face) 12 -10d (Joist) 6-16d (Joist) - T6 THD28 28-16d(Face) HTU28 26-10dx1-12(CarriedMember- 16 -10d x 1-1/2 (Joist) Max Nailing) 26 -16d (Carrying Member - Max Nailing) - T7 THD28-2 28 -16d (Face) HHUS28-2 22-16d (Face) is -lad (Joist) 8- I6d (Joist) - T8 THD46 I8-16d(Face) HHUS46 14-IGd(Face) 12 -10d (Joist) 6 -16d (Joist) - 28 -I6d (Face) HHUS48 22- I6d (Face) IT9 ITHD48 16 - Iod (Joist) 8 -16d (Joist) USP Structural Connectors j pAdmdres� STRUCTURAL Customer: CONNECTORS7 A MWW Company Conta� Number. .S JUS24 (QtyI) THDH26-2- (Qty. 1) THDH26-3 (Qty-1) 1A - THDH28-2 (Qty.1) THDH28-3 (Qty.- 1) JUS26 (Qty.-1) i flange t�L �n3 l�S -� •- % - 0 w �, D fvght MSH422 (Qty. 1) THD26 (Qty- 1) THD26-2 (Qty.- 1) g _ Left flange= Left flanges - ic Kight flange flange THD28 (Qty-1) THD28-2 (Qty-1) THD46 (Qty z) USP Structural Connectors I Name: Address: IMA STRUCTURAL Crsstomer CONNECTORS" Contact- Number_ A MTek'Compauy� Lcrt fiahge o3 AAR w Right flange THD48 Pty-1j x USP Structural Connector Truss 1' I ' I_l b Ref.. 7-150 s Sua s 2n2 Pint 7353 a J�11. wzru4 aowtts�t=nrhoyP5 2-16d naRzs_1:2X TYPICAL HIPJACK CONNECTION 7'STBK MAX 55 PSF MAX ROOF LOAD w+� 170 MPH EX C H=25' MAX V -224 ti 2. 7a M M 3.4 HAitACD 3 72 0 n ti4LID T7 j RAILED 11 all mma_rjadr VA 1,itb 2-15d toe mils-iCIECt,-gyp. L rl u a t 14 75 7 16 1 s ° mom twLE) 7s n "LED sue= tdA1L� NAtt_41 NAILM 24- strap 6_1 hldr 15' e-ch send 5-1-9 9 9 11 9 ip 7 S-1-9 4-8-1 [i S Ptateotts`ts X. i2�0-8 o-i- LOA13ING(pso SPACING 2-00 C51 VEM in floc) Ud=O Lid PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(I.0 -0.03 6-7 >999 350 MT20 2Ui19D TCDL 15.0 Lumberincrease, 1.25 BC M49 Vert(fl.) -0.09 6-71 240 I SCLL 0.0 ' Rep Stress Inrr NO WB 0 50 Hoe(il) 0.01. 6 rtra nia BCDL 1" Cod_ FRG2010rTP12007 (1Aahix-M) Weight ', ; lb . FT - 0 e CHORD 2x4 SYP M 3B CHORD b 4 SP Na2 S 2x4 SP Nma BRACING TOP CHORD Star..lur d rmad sheathing dkectly213p0ed or ir0-0 0c pudins. BOT CHORD strtshual wood sheathing dismay applied or e-94 oc bracing. MTek recommends that Statolmem and mquired cross bracing be Installed duimg truss erection, in accordance Lath Stabilizer �: RONS QhEsLze) 4-1 a3j74echanlcA 2-6MF0-10-1 S (min. 0-1-8), 6-35Wech2nfral Max Horc2-20e(LC 4) Max UpDA4--156(LC 4). 2--382(LC 4), 6.-159(LC a) Max Gr v4_219(LC 4 2-73'(LC 2). 5-412(LC 2) :ES (lb) - W1ax. Compj"Ma•L Ten- -All forces 250 (Ib) or less e=ept when shown - CHORD 211--E?33i645, 11-12--a56307, 3-i2--84y303 CHORD 214-6a11848, 1415- 439r8=t1, 7-15�'39+6#a, 7-15�t391848 5 i 6- 43?1649 S 5-6-916475 Wind: 3SGE 7-10;170no (3-second gust) Vasd-132rnph: TCDL-5.0, s1; SCOL-5.0pst; h-I511; Cat. 0; EV C;EncL, GCpi L18; MWFRS (envelope); cantilever left and right en-pased ; Lumber DOL-1.33 plate grip DOL-1.33 This tress is not designed to support a celOng and is not Intended for use v6here aesth elics are a consideration_ Plates checked for a plus or rydrws 0 degree mladon about Its center - This truss has been designed fora 10.0 pst bottom chord Eve load nonconcurrent with 2ny other live loads_ 'This truss his been designed fora five load of 20.0psi on the bottom chord In all areas where a rectangle3-ED fall by 2-o-0 wide W0 fit belwerxh the bottom chord and any other members. ``,►�111111),i�l, SS VIC N 34869 --°wZ: ltlz STATE OF - ,0NAL .� 1109 CO_ASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE BRACING DE7CAIL FOR EXTERIOR FLAT GIRDER TRUSS iz 412d—" P1TCH�� TRUSS •24" 0.C,--�� UPLJFT CONNEC71CN SEE R•00F TRUSS EXTERIOR FIAT GIRDER 3 4 12d MAX 30" (2 - 5 llllltr��r X #2 Sp 1,11`11 BOTH FACES 4ai N 34868 ' SI M PSON H 5 STATE OF �i ��'•.��OFtIgP,. 1109 COASTAL BAY BOYNTON BC,FL 33435 10/29/22 ISTANFEBRUARY 14, 2D12 I CONNECTION DETAIL (PERPENDICULAR) I ST-'PIGGY-PEt3P. DARD PIGGYBACK TRUSS I a oa a MTek Industries, Inc. DETAIL 1S NOT APPLICABLE FOR TRUSSES , TRANSFERING DRAG LOADS (SHEAR TRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED- PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss Wormadon. NEAR SIDE Wi-ek industries. ChesferGeW, MO Page 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY 11 {HIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASIDE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LEIS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDINGTHIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PJGGYBACKTRUSS TO BASE TRUSS WITH (2) -15d (0.131- X35") NAILS TOENAILED. FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base Truss information. NOTES FOR TOE -NAIL_ i. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES W TTH THE MEtM ER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHO'dN. 2. THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY- 2- THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4, THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. 5 PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATEA HIGHER UPLIFT AT CONNECTING POINT- ```.,j t I11 U'l l I// \ �S S-�C * N 34869 P `fir �— 7O LU _ �� STATE OF ._gORIDt t 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19112 FEBRUARY 14. 2012 I Standard Gable End Detail SHEET 2 - MiTek Indushia_-Chesterfie4 MO Pan.e 2 0f 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses Ca 24" oz. HOP.17ONTAL BRACE 2>5 DIAGONALBRACE SPACED 11- O.C. (SEE SECTION A A) ATTACHED TO VERTICAL WITH (4) -15d MITek Industries, Inc. Roof Sheathing - i COMTTACHED TO BLOCKING 1E,'NAILS T i ( --IEld COMMONS. 1'-3' Max. IS THE RESPONSBRnY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACETO iE PROJECT ENGINEERIARCHTECTTO DESIGN THE AL1N 1'JLTH TWO16d NAILS SLING DIAPHRAGM AND ITS ATTACHMENTTO THE IUSSESTO RESISALL OUT OF PLANE LOADS THAT AYRESULT FroMTHE BRACING OFTHE GABLE ENDS \� ZX 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 76.3 NAILS EACH FASTEN PURLIN - \ TO BLOCIONC- WITW01 od NAILS (MIN) Diag. Brace i \ \ aill3pDinis �� PROVIDE2x4BLOCKiNGBETWEEN THETRUSSES SUPPORTING THE BRACE AND THETWOTRUSSES if needed 0NEITiERSMEASNOTEM TOENAILBLOCIONG TO TRUSSES WT 11 (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCIUNG W TTH (5} -10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTIJRAL GABLE TRUSSES STRU CIs UPAL GABLE TRUSSES MAY BE BRACED AS NOTED: MEHOD1_ATACHAVATCHWGGAHLETRUSSTOTHENS1DE FACE OF THE STRUC T URAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE - METHOD 2 _ ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL SCAB MEN.BER ON THE STRUCTURAL GABLE PER THE FOLLOWING VEFMi NAILING SCHEDULE SCABS ARETO BE OFTHE SAME SIZE. GRADE AMID SPECIES AS THE TRUSS V ERt ICALS P1ASUNG SCHEDULE - FOR WIND SPEEDS 120 MPH (ASCE 7-SH. 02, D5),150 MPH (ASCE 7-10) OR LESS, NAILALL MEMBERS WITH ONE ROW OF10d (131" XX) NAILS SPACED B- O.C. - FOR W IND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05),150 MPH (ASCE 7-10) NAIL ALL NiM%ERS WITH TWO ROWS OF 10d (131- X 3-) NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) NIAXIMUM STUD LENGTHS ARE: LISTED ON PAC ALL BRACING METHODS SHOW N ON PAGE 1 A_ ._ VALID AND ARETO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OFTHE STRUCTURE i 1 STRUCTURAL GABLETRUSS / ut NOTE.9D THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES W fTHOUT INLAYED STUDS ARE NO i ADDRESSED HERE STANDARD GABLETRUSS t LVLAYED STUD AN AOEOUATE DIAPHRAGM OR OTHER METOOQ CING MUST BE PRESENTTO PROVIDE FULLLATERAL 50K�IrF. O� OTTOM CHORD TO RESIST ALL OUTCFPLANE Ca4E"INS."OWN IN THIS DETAIL IS FOR THE VERTICAL ,,.S _=���ENS�c N 34869 _ 1 �� to W` STATE OF - LORLOA 0i)1-Lt_ 1109 COASTAL LAY BOYNTON LCrFL 33435 FSTANDARD PIGGYBACK EBRUARY 14, 2012 ST-PIGGY PLATE TRUSS CONNECTION 0� O Mirek tnd isfries, Chw terrmld, MO, Page 1 of 1 �aa a Mt T ek Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7"98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uprfr exceeds 377 lbs. Refer to actual Piggyback truss design drawing for upi ts. NOTE: This Detail is vaid for one ply tnusses spaced 24" o c- or less. PIGGYEACKTRUSS refer to actual -truss design drawing icr additional piggybacks taus irribr-mation_ . \\\A, . // SPACE PUP"NS ACCORDING TO THE tAAMMUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOTTO EXCEED W O.C_� A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOI1. Attach piggyback truss to the base truss with 3"xB' TEE-LOC K Muld-Use connection plates spaced 48" o.m Plates shall be pressed into the piggyback truss at 4B" o.c. staggered from each face and nailed to the base truss with four (4)- did (1 -5'x0.099") bails in each plate to achieve a maximum upirit capacity of 3 i r Ibs_ at each 3"xW TEE -LOCK Multi -Use connection plate_ (Minimum of 2 plates) Attach each purlin to the top chord of the base truss. (Purlins and connection by others) iE TRUSS er to actual truss design drawing additional htme b ss irriormation. ,`XXk11k111ill ' �S S-K VICENsF" - N 34869 * . —� _ �= "� w- 3 STATE OF � ._ FCORttip`. C-9 .�,JrsjOArtAI- 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2012 MUSSED VALLEY SET DETAIL I ST-VALLEY SYP �jJ�jffl��r LKLU a MTek Induslries, Inc. II VAL LEYTRUSSTYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS G' O.C. . GABLE ENO. CCANWON TRUSS OR GTRDERTFUSS MTek IWLlsties, Chestmgeo. Mo Page 1 Di 1 GENERAL SPECIFICATIONS 1. NAIL SIZE= 3.5' X D.i31" =16CI 2. INSTALL VAUEY TRUSSES (24' O.C. MAXIMJUDA) AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUALDESIGN DRAWINGS. A. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANTTO THE RAKE DIMENSION OFTHE VALLEY TRUSS SPACING. 5. NAILING DONE PER NDS - DI 6. VALLEY STUD SPACING NOT TO EXCEED 4B' O.C. 7. ALL LUMBER SPECIES TO BE SYP. BASETRUSSES VALLEYTRUSSTYPICAL GABLE ENO. CMWOtJ TRUSS nn han=m r=i,ce WIND DESIGN PER ASCE 7-90. ASCE 7-02. ASCE 7-05 120 MPH WIND DESIGN PER ASCE7-If} 150 MPH ATTACH Zxd CONTINUOUS NO-2 SYP MAX MEAN ROOF HEIGHT- 30 FEET ROOFTO THE ROOF W/TWO I6d D.131- X 3.S'} NAILS CATEGORY PITCH = BUILDING 3i12 MAXIMUM 10i12 { CATEGORY ll BUILDIIVG INTO EACH BASE TRUSS_ EXPOSURE C OR B WIND DURATION OF LOAD INCREASE * MAX TCP CHORD TOTAL LOAD EP09 l§� 11 I / ] // MINIMUM REDUCED DEAD `aD��p _FF-- if� l,�i'' ON THE TRUSSES `�GENSF'' fiF N �s69 _� u O' •10 19/1ZLIJ ` STATE OF _ . fiL0 R1IIp` • �jl�: DETAIL A "0 ((MAXIMUM V SHEATHING) ////11 NA1'vl � N_T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 14, OCTOBER 1, 2006 �flQ Q® a MiTek Industries. Inc. LATERAL TOE -NAIL DETAIL ST TOENAIL SP MTekln&mbies.Chestwfield.Mo- Page 1 ofi NOTES 1. TOE MAILS SHALL BE DRIVEN ATM ANGLE OF 45 DEGREES WTTH THE iv1IIVIBEP. AND MUST HAVE FULL WOOD SUPPORT_ (NAIL MUST BE DRIVEN THROUGH -AND EXIT AT THE BACK CORNER OFTHEMEMBER END AS SHOWN. THE END D1 STANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECK. TOE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIPM- I SYP OF HF ISPF rPFS _131 88.0 B0.6 593 694 593 p .135 93.5 e5 6 74.2 7? 6 63.4 in _162 10B.B 99.5 85A 545 1 73A c•i Z .128 74.2 67.9 58.9 57.5 593 .131 759 69.5 603 590 51.1 .148 R7 4 74s 64_s 63? s2s m VALUES SHOWN AF✓ CAPACITY PERTOE-NAIL APPUCABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS (.15Z dram. X 3SI WITH SPF SPECIES BOTTOM CHORD Formed duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5Ib Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEi1S SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2)G.?'4) 2 routs NEARSIDE NE4.R SIDE 45.6W SIDE VIEW � Ks NEAR SIDE NEAR SIDE NEAR Sf[E ANGLE MAY VARY FROM 30' TO 60' 45.00' 11111111lfl7�i Ss -if _- N 301339 » W -70 _ STATE OF �i -OR--- f1j11ttlllll 1109 COASTXL BAY BOYNTON BC,FL 33435 OCTOBER 13•2006 0 00 0 ors �aa Miiek Industries, InG UPLIFT TOE -NAIL DETAIL ST-TOENAIL UPLIFT WrEk, Industries, Chaserfield, MO Page 1 of 1 NOTES_ 1. TOE NAILS SHALL BE DP.IVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MENSER END AS SHOWN. 2. THE END CISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEWOOD_ 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHE BOTTOM CHORD SPECIES OP. TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW NEAR FAIR SIDE TOi OF 51DE V12AS SHOWN ARE FOR ILLUSTRAION PURPOSES ONLY TOENAIL WITHDRAWAL VALUES PER NOS 2001 (lb/nail) C(AM. SfP OF HF SW SPF S O .131 I 58.5 46.1 31B 29.9 20.3 p .135 I 69.3 475 I 325 30.7 203 J ;n i62 I 72.3 573 39.1 36.8 25.1 ri O .128 53.1 412 273 18.4 z O J148 _131 543 428 �29.3 27.7 163 51A 483 ? 31.3 213 N [q _120 =.5.9 26.7 740 23.4 153 O .128 39.0 38.6 265 25.0 17.0 J o .131 50.1 39.5 27.1 25.5 174 143 35.6 44.6 30.5 28.9 19.5 VALUES SHOVM ARE CAPACf Y PER TOE -NAIL. AFPUCABLE DUP.ATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wnd DOL of 133: 3 (nails)X35.8 (ib/nail)X 1,33 (DOL forwind) = 145.81b Maximum Allowable Uplift Reaction Due ToWnd For 411nd DOL of 1.50_ 3 (nails) X 36.8 (3b/na0)X 1.60 (DOL for wind)=175.61b Maximum Allowable Uplift Reaction Due To Wind If the upiiF reaction specified on the Truss Design Dravring is more than 146.8 ibs (175.5lbs) another mechanical uplift connection must be used. USE (3) TOENAILS ON 2X4 BEARING WALL ^' USE (4) TOE NAILS ON 2X5 BEARING VVAU_ 10/19/12 1,`,1►t11111117/I -FJ LLB _ . STATE OF FLORION (jam t �ZZ1.1/`IONAli- `�♦ 1109 COASTAL BAY BOYNTON BC,FL 33435 f ULY 20, 2015 1 TYPICAL HIP/KING JACK CONNECT ION I ST- CORNERSET y P _. 4.. 0 TRUSSES A FLORIDA CORPORATION Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC X 0 n GENERAL SPECIFICATIONS 1. MAX LOAD: 55 psf Roof Load,170 mph, ASCE 7-10, 25-0" Mean Height, EXP C. Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 13' ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) Attach Corner Jack's w/ (3)16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel` ~"—""- Martinez "°;