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HomeMy WebLinkAboutTruss Drawings 0 f _ FLORIDA QUALITY TRUSS QTjA L=T FusS 3535 PARK CENTRAL BLVD.NORTH y� Nom) POMPANO BEACH-FL 33064 RA-'CE psl--f} K �a•,te r.�s�r.-crc�i ctKa . MAIL: F-LQT@BELLSDUfH.DIET C-jtV CountVC- -.,*' i •F' r PAVI M-QA3E,:-1 Elevation: Lot Block, Job #/71q5OD-q STATEMENT: €ce tliat the erecg-ineenng for the trusses listed on the attached sealed index sheet have been designed and =-hecked far compliance with the Florida Building Cade—2014 The h usses have beam designed to provide isfance to viceind and farces as required by-Lbe f011ovAng 'provisions: f `l'RUSS LDAD[NG GONO[T[ONS s ROOF TRUSSES :FLOORTRUSSES 31OF"C€-FORD LIVE LQAD E OP CHORD LIVE LOAD .TOP CHORD DEAD LOAD TOFr CHORD€ EAE}LOAD IIBGTI C)&4 CHORD LIVE LOAD BOTTOM CHORD LNE LOAD hOT[OM CHORE)DEAD 1.0ALE � BOTTOM CHOF-a DEAD LOAD !TOTAL LOAD: [TOTAL LOAD- lETE1P,FiT am FAm-&R: DClRA?f0[tE FAGTOR irzd a al ... R �''SiS• - - .- • - •A SCE�'-r� _ '��" i' iV'f P[-€... . . E:xposrEnE�£ategory: �� �,'r' i J, Mean Rctof:KcEght ALPINE�y ��pp CoFnpE�ier f;?i-ograrr� used for desi�rE: 2 ' Attached is a index sheet submitted in accordance with Florida State 61G1S-31.003- The Pages numbered ../...:/ thru..-- are photocopies of the original designed and approved by me_As wittriess by my sea[, [ Hereby gertify.that the above information is true and correct to the best of my knowledge and belief. - - s9�F'3b4ili})xiPd9/` T. HWOET NE. FL.-REG. #50109 �- 31014 NX 2nd AVE. - b -SUITE 708 BOCA,RATOW, FL 33431 � ��,�®�e�•,,���9��..�����b�a JAN 272017 °�✓ *fit � a� 4-'pdfdON @4 9t `�ey� f . NO TRUSS I.D. ( NOtTRUSS i.D. NO°TRUSS I.D- NO 'TRUSS I.D. - -- ND TRUSS I D R 41t j 81. y ! 121! i .. , -- 161 __ •, t 2; 42 i z 82• ,2- i 22 162 -- � 43 � - - I t 31 , _ 83I f 1231 163: -- 4' / i `�' � 1 84: 1241 1 164 ` 5. i 45 i f° l ix 85. '# 1251 ( 165; 3 6: 7�646 t 86; 126 t 166' -c 6 7` 47 87' }� � 1271 157: E g 3 ' 48 8. ! 881 1281 1681 ` 491 1 891 4129, 619 1 10 .50 1 90 130 170i t 11• 1 f 51` i �s �- 91 -,3-,! 171! 12 521 4 � -92l 132 t 1727 13 } 53 - C 93 1331 173' 14 54 E i 94 1341 174: 15 553 . 95 135 3 175: 1656 ' 3 961 136( �5 t i7i C`7 ! 57 97` 137 177 t sem- i 1 18= „97 1 58 yj ! 98l 138! •1781 i9 59 i 991 1393 17q- 2060�- 3 6p 1 100 t 140 1801 21 L7�+ 61 3 10.1 14.1 181: j 22 f 1 62 ' 102, 1421 ; 1823 23 63 , 1031 143 i 183: t 24':. , 641 `: 104 14 4 i S 184' 25; i '6r i 051 E 651 f� `• , ( 145' 185= 26' 106! € 1461 186. 27 6 fz';; i 107 147i 187 l 281 - I 68! `"7». 108' 148! 188, �t r 2a. 591 �., _Jgi i 109 1T4. t8a 1 30 i d 70 / .} .1 1< 110. 150• 190 1 3i F 71 4n %. t 111 I 151 , 191 112 152: 192 331 73 1131 153: 193 moi` , 34• .- 74 1pb i 114' i. 154. 1941 1 351 75. s 115 155! 195; 361 76S 116 , 1561 196; 37' `� 77� t f 117 1571 197: } 3$S 781 � i 118 i 158= 19$' 39: '• 79: 119 r ! _ 159: 199; 40' "" 144 s $0- I 1201 i 1601 •��be139b9PFlJ 200' ;yti c� X 1. 1 rP _ 50�0!9 HIKIIET TUMIER TUMAY, P.E. _ EL. RES. 750109IJ 3500 f ovl. 2nd AV r-. taa SUITE 708 . ..B0 A RPT0 N1, Fl-3343.t ry �a°�.��•ci�+ "•,���..�rr'i'`�•''a ���+r��.�`a ;Al... JAN 2 7 2017 J Florida Quality Truss Engineering-List Main Office:772-645-3950 Job#: 17HS009 Aft.Ph: - Fax:772-545-3690 Date: 1/27/2017 Customer Information: Project Information: Name., Contact., Name, 't STEVE DAY I Fill in later SPEC HOUSE Address: Address: Region: 7967 PLANTATION LAKES-D.RIV- City,State,Zip: City,State,Zip: PORT SAINT LUCIE,FL Salesman: Notes., Loading: TC BG Fill in later LL 30 0 Designer. TRISTEN MARTIN DL Is 10 J I Engineering List Seq. Qty Span Description Truss Slope OH-L CANT-L STUB-L Height Num. TC/BG I OH-R CANT-R. STUB-R 1 3 39-07-04 Al 6.00 0.00 01-04-12 00-00-00 00-00-00 11-08-00 283.5 tbs.each 2x6 / 00-00-00 00-00-00 00-00-00 2 2 39-08-00 A2 6.00 0.00 00-00-00 00-00-00 00-00-00 11-08-00 277.9 tbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 I 3 1 39-08-00 A3 6.00 0.00 00-00-00 00-00-00 00-00-00 10-08-00 275.8 lbs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 4 1 39-08-00 A4 278.6 tbs.each 6.00 0.00 00-00-00 00-00-00 00-00-00 09-08-00 2X5 / 2X5 00-00-00 00-00-00 00-00-00 5 1 40-11-04 A5 6.00 0.00 01-04-12- 00-00-00 00-00-00 11-08-00 242.2 tbs.each 2x5 / 2x5 00-00-00 01-04-00 00-00-00 6 1 40-11-04 A6 6.00 ().()0 01-04-12 00-00-00 00-00-00 11-08-00 247.8 tbs.each2x5 I 2x5 00-00-00 01-04-00 00-00-00 L 7 4 40-01-00 A7 6.00 0.00 00-00-00 00-00-00 00-00-00 09-00-00 224.7 tbs.each 2X5 1 2x6 00-00-00 01-04-00 00-00-00 8 1 40-01-00 A8 6.00 0.00 00-00-00 00-00-00 00-00-00 08-08-04 227.5 lbs.each 2x5 / 2x6 00-00-00 01-04-00 00-00-00 9 1 44-06-00 A9 1 6.00 0.00 00-00-00 01-04-00 00-00-00 10-04-04 264.6 tbs.each 2X5 / 2X5 00-00-00 01-04-00 00-00-00 10 1 44-06-00 A10 6.00 0.00 00-00-00 01-04-00 00-00-00 09-04-04 268.8 tbs.each 2x5 / 2x5 00-00-00 01-04-00 00-00-00 11 1 44-06-00 All 6.00 0.00 00-00-00 01-04-00 00-00-00 08-10-00 2-Ply 1263 tbs.each 2X5 / 2X5 00-00-00 01-04-00 00-00-00 12 1 39-08-00 Al2 6.00 0.00 00-00-00 00-00-00 00-00-00 08-08-00 327.6 tbs.each 2x5 / 2x6 00-00-00 00-00-00 00-00-00 13 1 39-08-00 Al 3 6.00 0.00 00-00-00 00-00-00 00-00-00 07-08-00 327.6 tbs.each 215 / 2X6 00-00-00 00-00-00 00-00-00 14 1 39-08-00 A14 0.00 0.00" 00-00-00 00-00-00 00-00-00 06-0&00 1 334X tbs.each 9Y8 / 2X6 000-0000-00(0 o) 00-00-00 00-00-00 Page 1 of 5 A > Engineering List Seq. Qty Span Description Truss Slope OH-L CANT-L STUB-L Height Num. TC/BC OH-R CANT-R STUB-R 15 1 39-08-00 A15 0.00 0.00 100-00-00 00-00-00 00-00-00 05-08-00 310.8 lbs.each 2X8 / 2X6 00-00-00 00-00-00 00-00-00 16 1 39-08-00 A16 0.00 0.00 00-00-00 00-00-00 00-00-00 04-08-00 2-Ply 1131 lbs.each 2x6 / 2x6 00-00-00 00-00-00 00-00-00 ti 17 1 22-04-00 B1 6.00 0.00 00-00-00 01-04-00 00-00-00 09-10-08 3-Ply 1903 lbs.each 2X5 / 2,8 00-00-00 00-00-00 00-00-00 18 1 33-06-00 B2 6.00 0.00 00-00-00 01-04-00 00-00-00 09-10-08 215.6 lbs.each 2x5 / 2X5 00-00-00 01-04-00 00-00-00 19 1 33-06-00 B3 6.00 0.00 00-00-00 01-04-00 00-00-00 09-08-00 176.4 lbs.each / - 2x5 / 2x5 00-00-00 01-04-00 00-00-00 20 1 33-06-00 B4 6.00 0.00 00-00-00 01-04-00 00-00-00 08-08-00 196.0 lbs.each 2x5 / 2x5 00-00-00 01-04-00 00-00-00 21 1 33-06-00 B5 6.00 0.0000-00-00 01-04-00 00-00-00 07-08-00 187.9 lbs.each 2X5 / 2X5 00-00-00 01-04-00 00-00-00 22 1 33-06-00 B6 6.00 0.00 00-00-00 01-04-00 00-00-00 06-08-00 173.6 lbs.each 2x5 / 2X5 00-00-00 01-04-00 00-00-00 23 1 33-06-00 B7 6.00 0.00 00-00-00 01-04-00 00-00-00 06-11-08 168.0 lbs.each 2X5 / 2x5 00-00-00 01-04-00 00-00-00 24 1 33-06-00 B8 6.00 0.00 00-00-00 01-04-00 00-00-00 06-08-00 2-Ply 725.2 lbs.each 2x5 / 2x5 00-00-00 01-04-00 00-00-00 25 1 27-00-00 C1 6.00 0.00 00-00-00 01-04-00 00-00-00 07-03-00 3-Ply 1701 lbs..each 2X5 / 2X8 00-00-00 01-04-00 00-00-00 26 2 27-00-00 C2 6.00 0.00 00-00-00 01-04-00 00-00-00 07-03-00 175.0 lbs.each 2x5 / 2x6 00-00-00 1 01-04-00 00-00-00 27 8 27-00-00 C3 6.00 0.00 00-00-00 01-04-00 00-00-00 07-03-00 175.olbs.each 2X5 / 2X6 00-00-00 01-04-00 00-00-00 28 1 27-00-00 C4 6.00 0.00 00-00-00 01-04-00 00-00-00 06-08-00 144.2 lbs.each 2x5 / 2x5 .00-00-00 01-04-00 00-00-00 29 1 27-00-00 C5 6.00 0.00 00-00-00 01-04-00 00-00-00 05-08-00 147.0 lbs.each 2x5 / 2X5 00-00-00 01-04-00 00-00-00 30 1 27-00-00 C6 6.00 0.00 00-00-00 01-04-00 00-00-00 05-10-08 175.0 lbs.each 2x5 / 2x6 00-00-00 01-04-00 00-00-00 31 4 16-08-00 D1 6.00 0.00 00-00-00 01-04-00 00-00-00 08-10-00 120.4 lbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 32 1 16-08-00 D2 6.00 0.00 00-00-00 01-04-00 00-00-00 08-04-00 120.4 lbs.each 2x5 / 2X5 00-00-00 00-00-00 00-00-00 33 1 16-08-00 D3 6.00 0.00 00-00-00 01-04-00 00-00-00 07-04-00 113.4 lbs.each 2x5 / 2X5 00-00-00 00-00-00 00-00-00 34 1 16-08-00 D4 6.00 0.00 00-00-00 01-04-00 00-00-00 06-04-00 110.6 lbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 35 4 16-08-00 D5 6.00 0.00 00-00-00 01-04-00 00-00-00 08-10-00 99.40 lbs.each 2X5 / 215 00-00-00 00-00-00 00-00-00 36 1 16-08-00 D6 6.00 0.00 00-00-00 01-04-00 00-00-00 08-02-00 112.0 lbs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 Page 2 of 5 Engineering List Seq. Qty span Description Truss Slope OH-L CANT-L STUB-L Height Num. TC/BC I OH-R CANT-R STUB-R 37 1 16-06-00 D7 103.6 tbs.each 6.00 0.00 00-00-00 01-04-00 00-00-00 07-02-00 2x5 / 2,6 00-00-00 00-00-00 00-00-00 38 1 16-06-00 D8 96.60 tbs.each 6.00 0.00 00-00-00 01-04-00 00-00-00 06-02-00 2x5 I 2x5 00-00-00 00-00-00 00-00-00 39 1 16-06-00 D96.00 0.00 00-00-00 01-04-00 00-00-00 05-02-00 93.80 tbs each 2,6 / 2x5 00-00-00 00-00-00 00-00-00 40 3 02-11-04 EJ3A 6.00 0.00 01-04-12 00-00-00 00-00-00 05-02-00 28.00 tbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 41 1 16-06-00 D10 93.80 tbs.each 6.00 0.00 00-00-00 01-04-00 00-00-00 64-02-00 2x5 / 2x5 00700-00 00-00-00 00-00-00 42 1 16-00-00 DII 6.00 0.00 00-00-00 01-04-00 00-00-00 02-08-04 79.80 tbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 43 1 15-05-08 D12 6.00 0.()0 00-04-12 00-00-00 00-00-00 05-11-12 116.2 tbs.each 2x5 / 2x5 01-04-12 00-03-04 00-00-00 44 1 15-05-08 D13 6.00 0.00 00-04-12 00-00-00 00-00-00 05-10-12 116.2 tbs.each 2x6 / 2x5 01-04-12 00-03-04 00-00-00 45 1 15-05-08 D14 6.00 MO 00-04-12 00-00-00 00-00-00 05-10-00 121.8 tbs.each 2x5 / 2x5 01-04-12 00-00-00 00-00-00 46 1 16-03-04 D15 6.00 0.00 00-04-12 00-00-00 00-00-00 04-10-12 107.8 tbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 47 1 14-05-08 D16 6.00 0.00 01-04-12 00-00-00 00-00-00 04-10-00 102.2 tbs.each 2x5 / 2x5 01-04-12 00-00-00 00-00-00 48 1 15-03-04 D17 6.00 0.00 01-04-12 00-00-00 00-00-00 04-08-12 105.0 tbs.each 2x5 I 2x5 00-00-00 00-00-00 00-00-00 49 1 15-03-04 DIB 6.00 0.00 01-04-12 00-00-00 00-00-00 04-04-08 107.8 tbs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 50 2 12-04-00 El 6.00 000 00-00-00 01-04-00 00-00-00 02-07-00 50.40 tbs.each 2x5 / 2x5 00-00-00 01-04-00 00-00-00 00 00- 51 1 12-04-00 E2 6.00 0.00 00-00-00 01-04 00-00 03-07-00 00 0 1 54-60 tbs.each 2x5 / 2x6 00-00-00 01-04-00 -0000 TOO-700-0000 52 2 08-10-00 GI 6.00 0.00 00-00-00 00-00-00 00-00-00 05-10-08 61.60 tbs.each 2X5 It 2X5 00-00-00 00-00-00 00-00-00 53 1 0&10-00 G2 6.00 0.00 01-04-00 00-00-00 00-00-00 05-02-00 77.00 lbs.each 2X4 / 2X4 01-04-00 00-00-00 00-00-00 54 23 08-04-00 EJ86.00 0.0() 00-00-00 01-04-00 00-00-00 04-08-00 28.00 Ibs.each _h 2X5 1 2X5 00-00-00 00-00-00 00-00-00 55 5 08-04-00 EJ813 36.40 tbs.each 6.00 0.00 00-00-00 01-04-00 00-00-00 04-08-00 2X5 / 2X5 00-00-00 00-00-00 00-00-00 56 2 08-04-00 JS 6.00 0.00 00-00-00 01-04-00 00-00-00 04-08-00 51.80 tbs.each 2X5 / 2X6 00-00-00 00-00-00 00-00-00 57 6 04-02-00 EJ4 6.00 0.00 00-00-00 01-04-00 00-00-00 02-07-00 15.40 tbs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 58 2 04-11-04 J5 6.00 0.00 01-04-12 00-00-00 00-00-00 04-10-00 30.80 tbs.each 2X4 ) 2x4 00-00-00 00-00-00 00-00-00 Page 3 of 5 • A Engineering List Seq. Qty Span Description Truss Slope OH-L CANT-L STUB-L Height Num. TC/BC OH-R CANT-R STUB-R 59 2 02-02-00 J2 6.00 0.00 01-04-12 00-00-00 00-00-00 03-05-06 18.20 Ibs.each 2X4 / 2x4 00-00-00 00-00-00 00-00-00 Jt 60 2 01-00-12 J1 6.00 0.00 01-04-12 00-00-00 00-00-00 02-10-12 14.00 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 61 2 04-06-02 J4 5.42 0.00 01-06-07 00-00-00 00-00-00 04-04-13 zs.8o Ibs.each 2x4 / 2x4 00-00-00 00-00-00 00-00-00 62 2 103-10-06 I J3 22.40 Ibs.each 5.42 0.00 01-06-07 00-00-00 00-00-00 04-01-04 2x4 / 2x4 00-00-00 00-00-00 00-00-00 63 2 05-07-04 BJ6 5.22 0.00 01-07-04 00-00-00 00-00-00 04-09-10 26.60 Ibs.each 2x4 / 2X4 00-00-00 00-00-00 00-00-00 64 2 03-06-01 BJ4 5.22 0.00 01-07-04 00-00-00 00-00-00 03-10-11 21.00 Ibs.each 2X4 / 2X4 00-00-00 00-00-00 00-00-00 65 7 06-04-00 CJ6 6.00 0.00 00-00-00 01-04-00 00-00-00 03-08-00 22.40 Ibs.each 2x4 / 2x4 00-00-00 00-00-00 00-00-00 66 1 05-00-00 CJ6A 6.00 0.00 00-00-00 00-00-00 00-00-00 03-08-00 17.50 Ibs.each 2X4 / 2x4 00-00-00 00-00-00 00-00-00 67 2 08-04-00 CAB 6.00 0.00 00-00-00 01-04-00 00-00-00 03-08-00 29.40 Ibs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 68 7 04-04-00 CJ4 6.00 0.00 00-00-00 01-04-00 00-00-00 02-08-00 15.40 Ibs.each 2x4 / 2x4 00-00-00 00-00-00 00-00-00 69 1 03-00-00 CAA 6.00 0.00 00-00-00 00-00-00 00-00-00 02-08-00 t1.so Ibs.each 2x4 / 2x4 00-00-00 00-00-00 00-00-00 70 2 04-04-00 CJ4B 6.00 0.00 00-00-00 01-04-00 00-00-00 02-08-00 16.80 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 71 18 02-04-00 CJ2 6.00 0.00 00-00-00 01-04-00 00-00-00 01-08-00 6.800 Ibs.each 2x4 / 2x4 00-00-00 00-00-00 00-00-00 72 4 00-11-04 CAA 6.00 0.00 01-04-12 00-00-00 00-00-00 04-02-00 16.80 Ibs.each 2X4 / 2X4 00-00-00 00-00-00 00-00-00 73 4 11-08-11 HJ8 4.24 0.00 00-00-00 01-09-14 00-00-00 04-07-12 51.80 Ibs.each 2X4 / 2x4 00-00-00 00-00-00 00-00-00 74 1 11-08-11 HJBB 4.24 0.00 00-00-00 01-09-14 00-00-00 04-07-12 56.00 Ibs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 75 4 05-09-15 HJ44.24 0.00 00-00-00 01-09-14 00-00-00 02-06-12 16.60 Ibs.each 2X5 / 2x5 00-00-00 00-00-00 00-00-00 76 2 04-01-02 HJ3 4.24 0.00 01-11-11 00-00-00 00-00-00 05-01-12 28.00 Ibs.each 2X5 / 2x5 00-00-00 00-00-00 00-00-00 77 1 01-05-05 HJ1 4.24 0.00 01-11-11 00-00-00 00-00-00 02-10-08 15.40 1bs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 78 9 03-10-00 P1 6.00 0.00 00-00-00 00-00-00 00-00-00 00-11-08 14.00 Ibs.each 2X4 / 2x4 00-00-00 00-00-00 00-00-00 79 1 03-10-00 P2 6.00 0.00 00-00-00 00-00-00 00-00-00 00-09-00 14.00 Ibs.each 2x4 / 2x4 00-00-00 00-00-00 00-00-00 80 1 08-00-00 V8 6.00 0.00 00-00-00 00-00-00 00-00-00 02-00-00 25.20 Ibs.each2x5 / 2x5 00-00-00 00-00-00 00-00-00 Page 4of5 A Engineering List Seq. Qty Span Description Truss Slope I OH-L CANT-L STUB-L Height Num. TC/BC OH-R CANT-R STUB-R 81 1 04-00-00 V4 6.00 0.00 00-00-00 00-00-00 00-00-00 01-00-00 11.20 Ibs.each 2x5 / 2,5 00-00-00 00-00-00 00-00-00 I 00-00-00 00-00-00 00-00-00 06-00-00 82 1 12-00-00 MV12 47.60 Ibs,each 6.00 0.00 -00-00 00-00-00 00-00-00 2x5 / 2,5 00 - 83 1 10-00-00 MVI 0 42.00 Ibs.each 6.00 0.00 00-00-00 00-00-00 00-00-00 05-00-00 2X5 1 215 00-00-00 00-00-00 00-00-00 84 2 08-00-00 MV8 6.00 0.00 00-00-00 00-00-00 00-00-00 04-00-00 29.40 Ibs.each 2X5 1 215 00-00-00 00-00-00 00-00-00 85 2 06-00-00 MV6 6.00 0.00 00-00-00 00-00-00 00-00-00 03-00-00 22.40 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 -- To 86 3 04-00-00 MV4 6.00 0.00 00-00-00 00-00-00 00-00-00 02-00-00 14.00 Ibs.each 2X5 / 2X5 00-00-00 00-00-00 00-00-00 87 4 02-00-00 MV2 6.00 0.00 00-00-00 00-00-00 00-00-00 01-00-00 5.600 Ibs.each 2X5 1 2X5 00-00-00 1 00-00-00 00-00-00 Trusses:213.00 Page 5 of 5 Job:(17HS009)/Al THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 3X4 except as noted. Top chord 2x4 SP#1 Dense:T1 2x4 SP#2 N: 170 mph wind,15.96 ft mean hgt.ASCE 7-10,CLOSED bidg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, Bot chord 2x4 SP#2 N:B3 2x4 SP SS: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 :B4 2x4 SP#1 Dense: // Webs 2x4 SP#3:W1,W21 2x6 SP SS: Wind loads and reactions based on MWFRS with additional CSC member design. 05 2x4 SP#2 N::W7,W20 2x4 SP#1 Dense: :Lt Level Return 2x4 SP#3: Calculated horizontal deflection is 0.22"due to live load and 0.26"due to dead load. Lumber value set"1381"uses design values approved 1/30/2013 by ALSC (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T"reinforcement.80%length of Left end vertical exposed to wind pressure.Deflection meets L1360. web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. (b)Continuous lateral restraint equally spaced on member.Or 2x4#3 or better"T'reinforcement.80%length of web In lieu of structural panels use purlins to brace all flat TC @ 24"oc. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. Bottom chord checked for 10.00 psf non-concurrent live load. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. MWFRS loads based on trusses located at least 15.96 ft.from roof edge. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 18'9-1/4" 3'10" 17' 05X6 T3 6X6 T2 3X6 W12 T4 12 1112X4 6 W1 W1 e5X6 co W9 (b) W12 07X6 W8 W11 W15 T5 W 20 T7 W6 1112X4 5X6 W3 4 =5X1 -5X8 =8X10 B3 =3 5 =H0310 84 1'2' T ra-3iB' a W1 W2 W B2 1112X4 N 11121113X6(R)1� A. =4X12 2X4 BS 1113X6 61 39'7-1/4" 1%3/4� 7'4-1/4"�f`1�2'11"�{ 1`T 25,8„ 1'8 R=2534# U=123# RL=329/-345# W=7-1/4" R=24219 U=112# W=8" (Rigid Surface) (Rigid Surface) DESC.= Al SEQ= 961902 PLT.TYP:WAVE yDyESSIIGNN�CRIr-MC2014REMP1.2007FTIRT-20%(0%V0(0) QTY=3 TOTAL=3 REV. 16.01.01D.0710.12 SCALE=0.1875 REFEF2T0 SC_TFIUSSES REU09ffEXTREPE7A7TWFA0ICXTING,HANDLING,SHIPPINGSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf - REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE '''")�`�. •1 'C)•'"r; LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE „q•-;,J',t.,;,,;y' ,,,,�;rye/,,,,.•Lki',, 'x.�,p INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOT70M CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 T �"-�'+�u` �'•y PROPERLY MPORTANT'ATTACHED RIGID CEILING. FURNISHCOPY THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRW G INCSHALL NOT BE HTP ONSIBLE FOR NTRUSSLD THE CONORMAANCE WITH POR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OFDEVIATION FROM THIS DESIGN;ANY FAILURE TO TRUSSES. DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18116GA(W,HIS6/K)ASTM A653 GRADE 40160(W,VJH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 390704 '4'ic7.o :T4;97.1-a2_0% EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY a•:'4XI-AM54111 le 1.91" INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009 312G�+q.W 1;66'EMIS'� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1"0'.1LPAaZTOa)Z'C%RLa3r<tj DESIGN SHOWN.THE SUITABILITY ITABI ITYArrPI N USC.E OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC r r Job:(17HS009)/A2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) Wind loads and reactions based on MW FRS with additional C&C member design. Top chord 2x4 SP#1 Dense:T1 2x4 SP#2 N: (b)Continuous lateral restraint equally spaced on member.Or 2x4#3 or better"T'reinforcement.80%length of web Bot chord 2x4 SP#2 N:B3 2x4 SP SS: member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. :B4 2x4 SP#1 Dense: Webs 2x4 SP#3:W5 2x4 SP#2 N: Bottom chord checked for 10.00 psf non-concurrent live load. (� :W7,W20 2x4 SP#1 Dense::W21 2x6 SP SS: MWFRS loads based on trusses located at least 16.29 ft.from roof edge. Lumber value set"138"uses design values approved 1/30/2013 by ALSC All plates are 2X4 except as noted. 170 mph wind,16.29 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT Il,EXP B, wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Left end vertical not exposed to wind pressure. Calculated horizontal deflection is 0.22"due to live load and 0.26"due to dead load. (J)Hanger Support Required,by others (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T'reinforcement.80%length of web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. Provide hanger or special connection at left end of truss for 2410 lbs. f 18'10" 3'10" 17' T3 • X6 T2 T4 12 ,3X6 5X6 6 W12 T1 :3X4 10 (b) W12 W16) W16 c3X4 T5 ,7X6 W8 W15 W19 7 W20 4 W6 ",5X8 \\\5X6(R _ _ _ — — — W18 14 W2 i7 T W2 =8X10EE6X10� 83 -H0310 84 N (u 1113X6(R)N� n36 — B2 85 B1 39'8" T5"— 1 1�1 25,8„ 1'8H R=2410# U=113# RL=286/-275# R=2427# U=114# W=8" H=H1 (Rigid Surface) DESC.= A2 SEQ= 961905 PLT.TYP:WAVE ryDyEpSIgGNN�CRQn=FBC2014RES CRIT -20W FiRT=20%(0%v0(0) QTY=2 TOTAL=2 REV. 16.01.01 D.0710.12 SCALE=0.1250 MPHTRUSSES REQUIRE EXTREME CARE IN FABKICAI+x"=• =(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF { ,•`W �'.:,� 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE t.;°.7 '�. i !1' 'i'�• LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISEp DATE 01-27-2017 .,x,^,,.,.:^.�',� .,_,,,;5:•.�r: Lti,t; r,o INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.0 psf qq��--CCYY11•• �i; PROPERLY ATTACHED RIGID CEILING. "�•°�•"I'�^�' '*IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG q +p� INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN ?.�T-•`•'��^7 _ x -a�-%�� CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL 0.0psf CM '�+ ! .r•"'�'' �`j CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR TOT.LD. 55.Opsf O/A LEN. 390800 PLATES ARE MADE OF 20/18/16GA(W,HISS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO `mylz in :"J °°1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY 'y .'k?2:;:;'5.'-.j0i8-o98D INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.ASEAL ONTHIS DUR.FAC. 1.25 JOB#:17HS009 3.17X5 L4"17a;166'Z".S.E3FfAr_—R DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT llk',!C.-E4 FL 3.j g64 DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC BU ILDING DESIGNER PER ANSI/TPI1 SEC.2. Job:(17HS009)/A3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP#2 N:T3 2x4 SP SS: 170 mph wind,15.79 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, •T5 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N:B4 2x4 SP#1 Dense: Webs 2x4 SP#3:W7 2x4 SP#2 N: Wind loads and reactions based on MWFRS with additional CRC member design. :W19 2x4 SP#1 Dense: Calculated horizontal deflection is 0.22"due to live load and 0.29"due to dead load. Lumber value set"13B"uses design values approved 1/30/2013 by ALSC 4, others Left end vertical not exposed to wind pressure. (J;Hanger Support Required,by others (b)Continuous lateral restraint equally spaced on member.Or 2x4 93 or better"T'reinforcement.80%length of web (a)Continuous lateral restraint equally spaced on member.Or 1 x4#3SRB SPF-S or better"T'reinforcement.80%length of member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. Provide hanger or special connection at left end of truss for 2251 lbs. MWFRS loads based on trusses located at least 15.79 fl,from roof edge. Provide hanger or special connection at right end of truss for 2247 lbs. f 16'10" 7'10" Wiw 15' a6X8T3 6X6 T4 12 T2 L 6 � W1 \\(b) W11 5X6 3X4 W9c (a)W7 T5 W1819 W8 O=I�714 ,6X6 W15 a3X4 W20 T1 W6 0 W3 W4 5X8 T 5X6 19 112, -8X10 _ B3 =5X8 84=3X4 17 W1 W2 W 62 Co 13X6(R) 1t M N III 3X6 =4X12 61 L 39'8" 7'5" {a 2'11"•-�{a1 }� 268" 1'8 R=2251# U=147# RL=256/-243# R=2247# U=112# H=H1 H=H2 DESC.= A3 SEQ= 961307 PLT.TYP:WAVE DESIGN CRR•FBC2014RESn'PI-2007FTIRT=20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1875 WyypRNN� " rr.. REFE7 0 ' R O$CSI(BUILDING COMPONENT SAFETY INFORMATION);PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE —�)'�.. i �• "": LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE DATE 01-27-2017 .,:,,'�- .,,,,,..`,'.; ,`, :�'•",'-xxu INDICATED,TOP CHORD TC DL 15.Opsf SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A �r PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRW G 571cyAx INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL S•v.,,,, "-�' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR �' 1 PLATES ARE MADE OF 20118/16GA(W,H/SSA0 ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 390800 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY >< ErAx.VW') INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#: 17HS009 91Yz N.v.,,1*rJ TFBIP'}f:R DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �e 1VIPA 0 DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE HIPS BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. Job:(17HS009)I A4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.29 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B, Top chord 2x4 SP#2 N:T2 2x4 SP SS: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bat chord 2x4 SP#1 Dense:61 2x4 SP#2 N: Wind loads and reactions based on MWFRS with additional CBC member design. f 1 Webs 2x4 SP#3 a Lumber value set"1End verticals not exposed to wind pressure.3B"uses design values approved 1/30!2013 by ALSO ! (J)Hanger Support Required,by others Calculated horizontal deflection is 0.12"due to live load and 0.16"due to dead load. (J)Hanger Support Required,by others (b)Continuous lateral restraint equally spaced on member.Or 1 x4#3SRB SPF-S or better"T"reinforcement.80%length of (a)Continuous lateral restraint equally spaced on member.Or 2x4#3 or better"T'reinforcement.80%length of web web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. member.Attached with 16d Box or Gun(0.135"x3.5",mtn.)nails @ 6"oc. (c)Continuous lateral restraint equally spaced on member.Or 2x8#3 or better"T"reinforcement.80%length of web Bottom chord checked for 10.00 psf non-concurrent live load. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. MWFRS loads based on trusses located at least 15.29 ft.from roof edge. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. Provide hanger or special connection at left end of truss for 2252 lbs. Provide hanger or special connection at right end of truss for 2252 lbs. r 14'10" 24'10" Ea6X6 EEX4 T3 -5 6 =4X T3 2X4 T2 12 6 (� W8 W W1 W1 (c) W8 5X6 (a) T1 W11 � ED 5X6 (a) W10 W0) W6 W7 W3 W4 . 5X6 =H0710 B2 =5X8 03 -3X4 =3X5 =4X5 04 4X6(R) a W1 W2 W (V 36 =4X2 24 61 39'8" 7'5" �1°'�� 31,3„ R=2252# U=206# RL=164/-67# R=2252# U=378# H=H1 H=H2 DESC.= A4 SEQ= 961294 PLT.TYP.-WAVE nDyESSIGNN�CR©R=FBC2014REWPI-2007FTIRT=20%(0%y 010) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1875 I RU SES RFQUTREEXTREME CARE I HANDLING,SHIPPING,INSTALLING AND BRACING. REFER TO$ CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE �. J'- °�• LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 PROPERLY ATTACHED RIGID CEILING. 10.Opsf IMPORTANT' FURNISH H COPY OFF BC DL . THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18116GA(W,WSS/K)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 390800 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY A )SAX':Wit.)ttiZ4990 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 5".utK•'+:'4.Gd. 1'14fi'rZMPAX= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" HI PM BUILDING DESIGNER PER ANSIITPI 1 SEC.2. TYPE Job:(17HS009)/A5 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.96 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 13.00 ft from roof edge,RISK CAT 11,EXP B, Top chord 2x4 SP#2 N:T1,T4 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 a" Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3:W1 2x6 SP SS: :Lt Level Return 2x4 SP#3: Right cantilever is exposed to wind Lumber value set"13B"uses design values approved 1/30/2013 by ALSC (b)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T'reinforcement.80%length of Left end vertical exposed to wind pressure.Deflection meets U360. web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"cc. (a)Continuous lateral restraint equally spaced on member.Or 2x4#3 or better"T"reinforcement.80%length of web In lieu of structural panels use purlins to brace all flat TC @ 24"oc. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. MWFRS loads based on trusses located at least 31.92 ft.from roof edge. 18'9-1/4" 3'10" 18'4" vn5) T3 =7X6 T2 5X6 12 W7 T4 6 F�;;- T1 ) 3X5 W 2 03X4 b) W7 W 5X6 W4 W6 W10 W1 T5 1112X4 03X6 -3X5(Bl) T=3X4(R B• I _ -3 6=3 -3 4 21-3/8' 1s, W�X4 W2 3X3X4 62 B3 =5X6 B4 1112X4 T N 1113X5 B1 I1149(R) �—8'8-1/4" 22'5" 8'6" 4� 1 4-3/ 7'4-1/4°—��1 327" I! I_ 40'11-1/4" R=542# U=132# RL=337/-360# W=7-114" R=1887# U=162# W=8" R=694# U=38# W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= A5 R=1923# U=347# W=6" (Rigid Surface) SEQ= 961893 PLT_.TYP:WAVE vDyESSIIGNN�CRrr-FBC2074RESRPI-2007 FT/RT-20%(0%V 0(o) QTY=1 TOTAL=1 REV. 16.01.01 D.0710.12 SCALE=0.1875 ,.,;:•s;� REFER 70 BOSI (BRU SES REQUIRE EXTREME CARE IN UILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A 'r..a'3>✓ .e�r..�3 PROPERLY ATTACHED RIGID CEILING. 100 Sf ' .•�` "IMPORTANT' BC DL , FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G y .TS� axtx�'!: Yy71+a:r INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN p �i. l•,!.-6S J,9:x�.''.e CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL 0.0 sf CM 1..'"p.� ,,.. �,;;r°^'=•k.:,;, "'{""-;:�"'3 CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,FUSS/K)ASTM A653 GRADE 40/60(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 401104 '143S,o CRM)97!5L-3n1, EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY 4)17Wf5_M10 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 3i7z MV.'1Si1i'Z'kMV24r`tM DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 110R<P N.')—MIAZe1`4 FL BUILIDIN S OWN.THE UI AGNS RPI 1 D US2E OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" ITYPE SPEC Job:(17HS009)/A6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP#2 N:T1,T4 2x4 SP#1 Dense: 170 mph wind,15.96 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 13.00 ft from roof edge,RISK CAT II,EXP B, Bot chord 2x4 SP#2 N:B2 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.1 B Webs 2x4 SP#3:W1 2x6 SP SS: :Lt Level Return 2x4 SP#3: Wind loads and reactions based on MW FRS with additional C&C member design. Lumber value set"138"uses design values approved 1/30/2013 by ALSC Right cantilever is exposed to wind Left end vertical exposed to wind pressure.Deflection meets U360. (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T"reinforcement.80%length of In lieu of structural panels use purlins to brace all slat TC @ 24"oc. web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. Deflection meets U360 live and LI240 total load.Creep Increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. MWFRS loads based on trusses located at least 15.96 ft.from roof edge. 1 18'9-1/4" 3'10" 18'4" ,5X T3 a C6 T2 5X6 W8 12 T4 6 F;-,- 3X5 W T1 W8 W1 W7 W12 5X6 W4 W3 1114XSfRI W1 T5 83X6 W6 83 =3 6 =3 =3 W6 =3X5(B1) 3X5(R gq =3X4 B, v 23-38e W'X4 W2 4X5 B2 =3X4 B5 N N 1 [1V (V 1113X6 81 4X5 R r 1(' 8'8-1/4" 22'5" 8,6„ �4� -3 T4-1/4" �15,3/A7-1/4 18'10" -11'8-1/4" '1 IF } 9'11-3/4"—� { 40'11-1/4" R=584# U=130# RL=337/-360# W=7-1/4" R=1841# U=115# W=8" R=647# U=37# W=8" (Rigid Surface) Surface R=1836# U=3049 W=6" (Rigid ) (Rigid Surface) DESC.= A6 (Rigid Surface) SEQ= 961890 PLT.TYP:WAVE yDyESSIGNN�CRIIT-FBC2014RESITPI-2007 FTMT"20%(0%)10(0)CARE IN FABRICATING, QTY=1 PINTOTAL=1 G AND REV. 16.01.01 D.0710.12 SCALE=0.1875 REFER 70 SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON ISE INDICATED,TOPICHORD SHALL HAVE PROPERLY ATTACH D STRUCTUFOR SAFETY PRACTICES PRIOR TO RAL PANELS AND BOTTOM CHORD SHALNG THESE FUNCTIONS.UNLESS L A TC DL 15.Opsf DATE 01-27-2017 PROPERLY ATTACHED RIGID CEILING. BC DL 10.Opsf"IMPORTANT" . FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G INC.,SHALL NOT BE RES�q ._; •1'� �'• �l'+` IN CONFORMANCE WITH TPP ONR SIBLE FABRICATING,DEVHANFOR ANYIDLING,ATION SH NG,INSTALLINFROM THIS DESIGN:G&BRAC FAILURE NG OF TRBUILD USSES.TO THETDESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.0 psf O/A LEN. 401104 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY ; ') INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#: 17HS009 31Y.G T'{.L4 1S3')l'i9Xf314iq,r—m DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT zx;�g{Fi}ij�yB.-_ aff RL DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" SPEC BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. TYPE Job:(17HS009)/A7 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph Wind,16.42 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 13.00 ft from roof edge,RISK CAT II,EXP B. Top chord 2x4 SP#2 N:T1,T3 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 •T4 2x4 SP SS: Right cantilever is exposed to wind Bot chord 2x4 SP#2 N:B1 2x6 SP SS: :B2 2x4 SP#1 Dense: (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T"reinforcement.80%length of Webs 2x4 SP#3:W2 2x4 SP#1 Dense: web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. :Lt Wedge 2x6 SP SS: In lieu of structural panels use purlins to brace all flat TC @ 24"oc. t� Lumber value set"138"uses design values approved 1/30/2013 by ALSC All plates are 2X4 except as noted. Bottom chord checked for 10.00 psf non-concurrent live load. Special loads Deflection meets U360 live and L/240 total load.Creep Increase factor for dead load Is 1.50. -(Lumber Dur.Fac.1.25/Plate Dur.Fac:1.25) MWFRS loads based on trusses located at least 16.42 ft.from roof edge. TC-From 94 plf at 0.83 to 94 pIf at 11.84 TC-From 94 plf at 11.84 to 94 pIf at 17.92 TC-From 94 plf at 17.92 to 94 plf at 21.75 TC-From 94 pIf at 21.75 to 94 pIf at 38.55 TC-From 94 pIf at 38.55 to 94 plf at 40.08 BC-From 110 pIf at 0.00 to 110 pIf at 0.83 BC-From 20 plf at 0.83 to 20 pIf at 7.69 BC-From 20 plf at 7.69 to 20 plf at 7.98 BC-From 20 pIf at 7.98 to 20 plf at 9.58 BC-From 20 pIf at 9.58 to 20 pIf at 11.15 BC-From 60 plf at 11.15 to 60 pIf at 13.31 BC-From 20 plf at 13.31 to 20 pIf at 18.06 BC-From 20 pIf at 18.06 to 20 pIf at 18.35 BC-From 60 pIf at 18.35 to 60 plf at 21.44 BC-From 20 plf at 21.44 to 20 pif at 30.10 BC-From 20 plf at 30.10 to 20 pIf at 40.08 TC-620.00 Ib Cone.Load at 2.08 10, Wind loads and reactions based on MWFRS with additional CBC member design. f T 17'1" a 3'10" 18'4" Provide hanger or special connection at left end of truss for 798 lbs. T3 oo <6X6 T2 12 6 ,5X6 W6 T4 co T1 �3X5 W6 W 5X6 WS W10 1114X10 T5 =4X5 1 M1 W1 5X6 T6 �n 1114X5(R) i B3 _3 W4 =3X5(D1) B4 12 61 =3X4 =3X4 B5 1- -7'10" 1 22'5" 8,6„ 4� B2 �-6'10"----- Q31�4P-1�4 18'10" 1 -9'11-3/4"-� 40'1" R=798# U=144# RL=274/-283# R=1888# U=355# W=8" R=2332# U=3229 W=6" (Rigid Surface) (Rigid Surface) R=628# U=92# W=8" (Rigid Surface) DESC.= A7 SEQ= 961875 PLT.TYP:WAVE ryryDyyESSIGNCNNRIT=FSC2019RES/TPI.2007FT/RT=20%(0%y0(0) QTY=4 TOTAL=4 REV. 16.01.01D.0710.12 SCALE=0.1250 ATRTG- (3 AND BRACING. REFERN1l0 SCSI(TRUSSES REQUIRE EXTREME CARE IN FABRIC SHIPPING,INSTALLIN BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE 15, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE ,�:_,....,.; .,,�,,.t:,•%:,.,,.,,;�.'.;,,,4:,c;�,q INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 PROPERLY ATTACHED RIGID CEILING. BC DL 1 00 Sf •°�•C -a y IMPORTANT" . FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G � F•+^ m muss CONFORMANCC.,SHALLOE WITH TPI;OR FABRICATIBE RESPONSIBLE FOR NG,HANDLING,HIIPP NGS INSTALLING 8 BDEVIATION FROM THIDESIGN;ANYARACING ILURE OFT RIUSSES.THELD TDESIGN BC LL O.Opsf CM '�a�.,,, �,;,,,:."•` "+.,,,� 4�;�,i%'y CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GLV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 400100 `-e(q.cifi EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY ;R'ii.'i.'i :rj t7i8- qm INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 .512Z:Y,T74:1:r1'b q• ,gADRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIIGN SHOWN THE SUIIAATNSRY AND USZ OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC Job:(17HS009)IAB THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,16.26 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 13.00 ft from roof edge,RISK CAT 11,EXP B, Top chord 2x4 SP#2 N:T1,T4 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N:B1 2x6 SP SS: Right cantilever is exposed to wind Webs 2x4 SP#3:W2 2x4 SP#1 Dense: :Lt Wedge 2x6 SP SS: (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T'reinforcement.80%length of web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"cc. Lumber value set"138'uses design values approved 1/30!2013 by ALSO All plates are 2X4 except as noted. Bottom chord checked for 10.00 psf non-concurrent live load. Special loads MWFRS loads based on trusses located at least 16.26 ft.from roof edge. --(Lumber Dur.Fac=1.25!Plate Dur.Fac=1.25) TC-From 94 plf at 0.83 to 94 plf at 11.84 TC-From 94 plf at 11.84 to 94 plf at 17.29 TC-From 94 plf at 17.29 to 94 plf at 22.37 TC-From 94 pIf at 22.37 to 94 plf at 34.27 TC-From 94 plf at 34.27 to 94 plf at 40.08 BC-From 110 plf at 0.00 to 110 plf at 0.83 BC-From 20 plf at 0.83 to 20 pIf at 7.69 BC-From 20 plf at 7.69 to 20 pH at 7.98 BC-From 20 plf at 7.98 to 20 pH at 9.58 BC-From 20 pif at 9.58 to 20 pH at 16.10 BC-From 20 plf at 16.10 to 20 plf at 30.10 BC-From 20 plf at 30.10 to 20 pH at 40.08 TC-620.00 Ib Conc.Load at 2.08 Wind loads and reactions based on MW FRS with additional C&C member design. Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50. Provide hanger or special connection at left end of truss for 833 lbs. Ili 0} 165-1/2" 5'1"- 17'8-1/2" 5 T3 X6 12 T2 6 25X6 W6 T4 g T1 '3X5 rn ) W5 W6 W W10 5X6 1114X10 W1 T5 =4X5 1) M1 _ _ 1f2 1114X5(R) i B3 _3 6 W4 W1 3X5(D1) B4 B1 =3X4 =3X4 B5 7'10" 22'5" + 8'6" �} 4{ 62 1,8-1/ , 18'10" - -9'11-3/4" f 40'1" R=833# U=148# RL=264/-273# R=1798# U=344# W=8" R=2203# U=3379 W=6" (Rigid Surface) (Rigid Surface) R=6369 U=95# W=8" (Rigid Surface) DESC.= A8 SEQ= 961881 PLT.TYP:WAVE y�DESIGN CRrr-FSC2014RESRP42007FTfRT"20%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1250 TRUSSES REQUIRE"iRhMh CARE IN FABRICATING, REFER70�CSHIPPING,INSTALLING AND BRACING. SI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE -ti"`r7 �,, ��'''�• LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 moa•,y�+1, T� a PROPERLY ATTACHED RIGID CEILING. "IMPORTANT'• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG �•_ i INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM 8• vc • -' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL ^ ! .r"` '-•�.,,,, : CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR TOT.LD. 55.Opsf O/A LEN. 4oD1o0 PLATES ARE MADE OF 20118116GA(W,WSS/K)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO ef3T..c pm' EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009 3125 iY.W-16Th 3znPA j=1 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT I-O&LAAN0 MACE[,RL 33 BUILDING NG DESIGNER,PER AANS RPI 1 SEC.2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC Job:(17HS009)/A9 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP#2 N:T2 2x4 SP#1 Dense: 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 13.00 ft from roof edge,RISK CAT Il,EXP B, Bot chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Lumber value set"138"uses design values approved 1130/2013 by ALSC Wind loads and reactions based on MWFRS With additional C&C member design. Left and right cantilevers are exposed to wind Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. 19'8-1/2" 9'1" 168-1/2" ,5X6 =3X4 T3 5X6 T2 W8 W W8 T4 3X5 12 fj 3X6 6 W9 W1 W14 5X6 v W5 W6 0 ,5X6 W4 _3X4 W1 T5 T1 W7 B3 =5X8 B4 -3X6 W7 I =3X4 =3X5(B1)hi I W33X4 a' B5 T 3X5(B1 B2 =3X4 iv iv a = B1 4 5(R 3X4 4 10'11" 22'5" f 8'6" •{—4" 10'11" 3/A7-1/4'f 18'10" _ Imo' + 9'11-3/4"—� f 44'6" R=762# U=66# RL=294/-269# W=8" R=1843# U=86# W=8" R=580# U=57# W=8" (Rigid Surface) R=1935# U=211# W=6" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= A9 SEQ= 961884 PLT.TYP:WAVE yyDESIGN CRIT=FBC2014RESRPI.2007FT/RT-20%(0%)/0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1875 TRUSSES REQUIRE EXYRFMF CARF IN FABRICAFINU,HANDLING,SHIPPINGrn;,w REFERN1l0 SCINSTALLING AND BRACING. SI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS,PLATE INSTITUTE. TC LL 30.Opsf REF �,., '� 'I •°'•,�; 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE '•` I �'r LN,MADISON,WI 53719FOR SAFETY •,�,:.; ,.�_'.`i•�!F„•,,, :,`,,,, INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM UNLESS SHALLVHAVE A TC DL 15.Opsf DATE 01-27-2017 . .....�'�.n' PROPERLY ATTACHED FURNISRIGID CEILI F BC DL 10.0 Sf '40' IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G }g g �7�, INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS IN "�°,..i+•"T - ' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM "'�� ! ^�""-�..,,y� ',r• CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18116GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 440600 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY ?AX: 97a-49&1 1778-49&1 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009 3122 P4.�rl.1151h TM73_wAr;— DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT }ga_gatyy'q{y,,7L.�r.;: •; y, DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING24.0" SPEC BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. TYPE Job:(17HS009)/A10 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 13.00 ft from roof edge,RISK CAT Il,EXP B. Tap chord 2x4 SP#2 N:T2 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3 Lumber value set"136"uses design values approved 1/30/2013 by ALSC Left and right cantilevers are exposed to wind %,',: (a)Continuous lateral restraint equally spaced on member.Or 2x6#3 or better"T"reinforcement.80%length of web i Bottom chord checked for 10.00 psf non-concurrent live load. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 17'8-1/2" 13'1" 13'8-1/2" CSXN8 1112X4T3 X6 T2 @ 3X6 12 W \\7W W7 W 6 p ,3X4 T4 W1 2X4 v W5 W7 °f ,5X6 W13 W1 1112X4 Tt =3X5(B1) 1112X4 W3 3X4 2 1112X4 5X8 63 =3X5 B4 Pal 1 =3X5 IB =5X6 1112X4 6, 3X5(IB cV N B1 4 5 R 4� 10'11" } 22'5" 1-4" 8'6" 10'11" 1 327" I_ 44'6" R=7219 U=58# RL=262/-237# W=8" R=1930# U=119# W=8" R=491# U=36# W=8" (Rigid Surface) R=2005# U=237# W=6" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= A10 SEQ= 961887 PLT.TYP:WAVE yDyESSIGNN�CRIT-FBC2014RESRPI.2007FT/RT"20%(0%)/0(0) QTY=1 TOTAL=1 TRUSSES REQUIRE I:XTREME CARE IN FAB REV. 16.01.01D.0710.12 SCALE 961 875 t•• REFER 7SHIPPING,INSTALLING AN bRAGINU. 0 SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE TC LL 30.Opsf REF y,;• 9'�y7,�w.,�/,�'�t zM14„ LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.0 $f DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A p •'� -�1�r��p� ° PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG 7v:,;nr bpi - 2y INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM F,s k,X� CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL . r" CONFORMS WITH APPLICABLE PROVISIONS OF NDSNATIONAL DESIGN SPEC,BY AF&PA "~ ( )AND TPI.ALPINE CONNECTOR TOT.LD. 55.Opsf O/A LEN. 440600 PLATES ARE MADE OF 20/18/16GA(W,HISSM)ASTM A653 GRADE 40/fi0(W,K/H,SS)GALV.STEEL.APPLY PLATES TO `xlffA(RW,9':.�%anl- EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY 'krAXz 0_54)97`>—sm INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009 312 N.V.'36Le = TaArE DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT *f9$%g�4k4Tty ,+Mg+ZL I DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. Job:(17HS009)/All THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 611/2013) 2 Complete Trusses Required Top chord 2x4 SP#2 N Bot chord 2x6 SP SS:B1 2x4 SP#1 Dense: ; Webs 2x4 SP#3:Wt,W8,W16,W18 2x6 SP SS: Nail Schedule:0.128"x3",min.nails ) :W9 2x4 SP#2 N::W11 2x4 SP#1 Dense: Top Chord:1 Row @12.00"o.c. 3 Bot Chord:1 Row @ 5.00"o.c. t\ Lumber value set"l 3B"uses design values approved 1/30/2013 by ALSC Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails All plates are 3X6 except as noted, in each row to avoid splitting. 4"o.c.spacing of nails perpendicular and parallel to Special loads grain required In area over bearings greater than 4" --(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC-From 94 plf at 0.00 to 94 plf at 7.38 Negative reaction(s)of-206#MAX.(See below)from a non-wind load case requires uplift connection. TC-From 94 plf at 7.38 to 94 plf at 13.73 TC-From 47 plf at 13.73 to 47 plf at 16.67 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT ll,EXP B,wind TC TC-From 47 plf at 16.67 to 47 plf at 31.83 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 TC-From 47 plf at 31.83 to 47 plf at 33.10 DeflecUon meets U360 live and L/240 total load.Creep Increase factor for dead load is 1.50. TC-From 94 plf at 33.10 to 94 plf at 44.50 p BC-From 20 plf at 0.00 to 20 pH at 11.92 BC-From 10 plf at 11.92 to 10 plf at 16.81 BC-From 10 plf at 16.81 to 10 pif at 31.69 BC-From 10 plf at 31.69 to 10 plf at 33.10 BC-From 20 pif at 33.10 to 20 pH at 44.50 BC-923.25 Ib Cone.Load at 6.48 BC-861.41 Ib Cone.Load at 8.48 BC-848.82 Ib Cone.Load at 10.48 BC-846.60 Ib Cone.Load at 11.73,13.73,15.73,25.10 27.10,29.10,31.10,33.10 BC-843.89 Ib Cone.Load at 17.10,19.10,21.10,23.10 Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind 16'8" 15'2" 12'8" 5<64X8T3 X6 12 T2 6X6 6 \\\6X6(R W10 W1' W10 W16 T4 T1 %5X6 W W10 W11 1 CO W W18 8X10 i =4X5(A1) 3XX5(B1I�2xa Illaxs axs - 83 - g410X10 I-I 1112X4 �, -�- 1'q" " }�-10'11" 22'5" 7 B'6"-moi 1,4 1 4'1-5116" 7'9-11/16" } 32,7" I 44'6" R=810# U=129# W=8" R=6027# U=1319# W=8" (Rigid Surface) (Rigid Surface) R=9799# U=1674# W=6" R=170/-206# U=24# W=8" (Rigid Surface) (Rigid Surface) DESC.= A11 SEQ= 961810 PLT.TYP.WAVE ryDyESSIIGNN�CRIT-FBC2014RESRPI.2007FTMT"20%(0%y0(0) QTY=1 PLIES=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.1167 REFER 70 SSHIPPING,INS CS,(. SI BULDING COMPONENT SAFETYCARE IN INFORMATION,PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 'j•�"��~`�`~•'yi•,•i 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS OUNCIL OF AMERICA,6300 ENTERPRISE r:.i-v+YJ •.,,, t;/ �� LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A yr��r�• PROPERLY ATTACHED RIGID CEILING. BC DL 100 Sf "IMPORTANT . FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN ��?' �•''+ �!" ✓)' �7t' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR �� PLATES ARE MADE OF 20118/16GA(W,FUSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 440600 `d01A .'tai .. 3?,.-;F EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY rZ:Yxz"V54)17744W90 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 5VA;:Iq. .753'f7'1'Z PAf_S DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN N SHOWN.THE PER ANSI/T2YAND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN Job:(17HS009)/Al2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B, Top chord 2x6 SP SS:T1 2x4 SP SS: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x6 SP SS:83 2x4 SP#2 N: End verticals not exposed to wind pressure. Webs 2x4 SP#2 N 01,W3,W4,W6,W7,W10 2x4 SP#3: (J)Hanger Support Required,by others :Rt Bearing Leg 2x4 SP#3: (J)Hanger Support Required,by others Lumber value set"13B"uses design values approved 1/3012013 by ALSC Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. 1 All plates are 3X4 except as noted. MWFRS loads based on trusses located at least 15.00 ft,from roof edge. Special loads Provide hanger or special connection at right end of truss for 2561 lbs. -----(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) TC-From 94 pif at 0.00 to 94 pif at 12.83 TC-From 94 plf at 12.83 to 94 plf at 39.67 BC-From 20 pif at 0.00 to 20 pif at 12.83 BC-From 60 pif at 12.83 to 60 pH at 20.83 BC-From 20 plf at 20.83 to 20 plf at 39.37 TC-100.00 Ib Conc.Load at 13.83,15.83,17.83,19.83 Wind loads and reactions based on MWFRS with additional CBC member design. Calculated horizontal deflection is 0.17"due to live load and 0.23"due to dead load. (a)Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent live load. Calculated vertical deflection is 0.43"due to live load and 0.60"due to dead load at X=20-10-8. Provide hanger or special connection at left end of truss for 2657 lbs. j4 12'10" 26'10" W7 12 8XI M2X4T2 = X6 1114X5(R) T3 10 6 8 T1 W5 B3 ) W1 W1 ) W1 M1 � a) 1112X4 W9 W9 W9 ) ED \\\6�X6(R W4 6• ) =2X4 TY W W2 i 1113 0 81 =3 0= 5 =3 5 82 07 5 82 5 N r R=2657# U=425# RL=141/-58# R=2561# U=422# H=H1 H=H2 DESC.= Al2 SEQ= 961269 PLT.TYP:WAVE DESIGN CRR-FBC2014RESrrPl.2007FT/RT-2G%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1250 "MyypRNN��Naa" REFER-70HCSI(BUILDINGCOMPONENT SAFETY INFORMATION),PUBLISHED BYTPI[TRUSS,PLATEINSTITUTE, TC LL 30.Opsf REF ' 218 NORTH LEE SR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED.TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A •'�'^'t• LL'-"'�'�"»'�Vw� O PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G INC-fy +• '� �"- _ CONFORMANCE MANSHALL CE W TH TPI;OR FABRICATING,HANT BE RESPONSIBLE FOR ANY IDLING,SATION HIPPING,NG,INSTALLING 8 BM THIS DESIGN;ANY RACING NG OF RILURE TO IUSSES.LD THE TDESIGN BC LL O.Opsf CM `-ti.a.�.`1-,.+"'�3 PLAT SRAREMS WMADE OF APPLICABLEITH 0 18 16GA(W,WSS/K)ASTM (NATIONAL 0/60(W,WH,SS)GALVAS EEL.APPLY PLATES TOAND TPI.ALPINE CTOR TOT.LD. 55.Opsf O/A LEN. 390800 a`MA 1191V.)eTS 3P.:. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY FAX, ina.'548+0 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS 1.25 JOB#:17HS009 a'tZiS;{.V'd 15rfi:ts�2iSSa9JwT DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. A'L}8<iFa44T`)3��51�61'xE o 21 DESIIGNSHOWN.THEPSUITABILITY AND US2EOFTHIS COMPONENT FOR ANY BUILDING ISTHE RESPONSIBILITY OFTHE SPACING 24.0" TYPE HIP M Job:(17HS009)/A13 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, Top chord 2x6 SP SS:T1 2x4 SP SS: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpl(+/-)=0.18 Bot chord 2x6 SP SS (J)Hanger Support Required,by others Webs 2x4 SP#3:W2,W1 I 2x4 SP#2 N: (J)Hanger Support Required,by others Lumber value set"13B'uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. Special loads MWFRS loads based on trusses located at least 7.50 ft.from roof edge. -----(Lumber Dur.Fac=1.25/Plate Dur.Fac.=1.25) , TC-From94 pif at 0.00 to 94 pif at 10.83 Provide hanger or special connection at right end of truss for 2557 lbs. TC-From 94 pif at 10.83 to 94 pif at 26.68 TC-From 94 pif at'26.68 to 94 pif at 39.67 BC-From 20 plf at 0.00 to 20 pif at 10.69 BC-From 20 plf at 10.69 to 20 plf at 12.83 BC-From 60 pif at 12.83 to 60 pif at 20.83 BC-From 20 pif at 20.83 to 20 plf at 23.67 BC-From 20 pif at 23.67 to 20 plf at 39.67 TC-100.00 Ib Conc.Load at 13.83,15.83,17.83,19.83 Wind(cads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. (a)Continuous lateral restraint equally spaced on member. Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. Provide hanger or special connection at left end of truss for 2666 lbs. �-10'10" T 2810" 12 1114X6(R) T2 6 06X10 1112X4 = T3 6 T1 3X4 W7 W W1 ) W1 ( ) `c0 =5X8(R W W7 W7 W7 7r 27 W W 2 6, ) 1113 B1 _ 0 3 6 B2 =6 = B2 6 X10 I 39'8" R=2666# U=427# RL=178/-49# R=2557# U=435# H=H1 H=H2 DESC.= A13 SEQ= 961259 PLT.TYP:WAVE ryryDESIGNCRIT-FBC2014REWPI-2007FT/RT-20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1250 -7039n'RMIRE XTRFMF CARE IN ;;a:„ P.EFESHIPPING,INS FALLING AND HRACING. RTObCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE -1.111,,,,, „u;;�,o INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 � ' PROPERLY ATTACHED RIGID CEILING. ®r "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118116GA(W,WSSIK)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 390800 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY k'1'.�'L'S"i,°..-✓�Kj 9i�k-oA�D INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 3=1 Pq.w,1,611,TERRA= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND SEUS2OFTHIS COMPONENT FOR ANY BUILDING ISTHE RESPONSIBILITY OFTHE NNERPER SPACING 24.0" rypE HIPM � � r Job:(17HS009)/A14 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:138(Effective 6/1/2013) 170 mph wind,16.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT il,EXP B, Top chord 2x8 SP SS wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/_)=0.18 Bot chord 2x6 SP SS End verticals not exposed to wind pressure. Webs 2x4 SP#3:W2,W7 2x4 SP#2 N: (b)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T'reinforcement.80%length of Lumber value set"13B"uses design values approved 1/30/2013 by ALSC web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. Special loads Bottom chord checked for 10.00 psf non-concurrent live load. ) ---(Lumber Dur.Fac.1.25/Plate Dur.Fac=1.25) TC-From90 pif at 0.00 to 90 plf at 6.31 Truss must be Installed as shown with top chord up. TC-From 90 pH at 6.31 to 90 plf at 22.31 4 TC-From 90 plf at 22.31 to 90 plf at 33.03 MWFRS loads based on trusses located at least 8.00 ft.from roof edge. E TC-From 90 plf at 33.03 to 90 pif at 39.67 BC-From 20 pif at 0.00 to 20 pif at 10.97 Provide hanger or special connection at right end of truss for 2487 lbs. BC-From 20 plf at 10.97 to 20 pif at 12.83 BC-From 60 plf at 12.83 to 60 plf at 20.83 BC-From 20 pif at 20.83 to 20 plf at 26.97 BC-From 20 plf at 26.97 to 20 pif at 39.67 TC-100.00 Ib Conc.Load at 13.83,15.83,17.83,19.83 Wind loads and reactions based on MWFRS with additional C&C member design. (J)Hanger Support Required,by others (J)Hanger Support Required,by others (a)Continuous lateral restraint equally spaced on member.Or 2x4#3 or better"T'reinforcement.80%length of web member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"Do. Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50. The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Provide hanger or special connection at left end of truss for 2596 lbs. T1 T2 =7X6III 2X4 - T3 =I(Xln T4= 6 ED \b) \b) W1 W W /(b)W - 00 W1 W1 1)y1 1113 = =6 =3 =8X8 =6 1113X10 B1 =6X6 B2 63 F 39'8" R=2596# U=467# R=2487# U=458# H=H1 H=H2 DESC.= A14 SEQ= 961248 PLT.TYP:WAVE ryryDyyESSIGN CRrr=FBC2014RESRPI-2007 FT/RT-20%(0%%0(0) QTY=1 TOTAL=1 REV. 16.01.01131.0710.12 SCALE=0.1250 «n- REFERNII0$ SHIPPING,INSTALLING AND BRACING. CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBEXTREME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A p ryl;yp,.,r.�yf.,gl vac PROPERLY ATTACHED FURNISH COPY CEILING BC DL 10.0 Sf wP..d'tiy1;Y'•R..H' e2: IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRWG INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN 'cf?.°+- +.�A,-'�•'r:S A•.!.7�., '-:riS7S' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR a*zz-�•-".f PLATES ARE MADE OF 20118116GA(W,WSSIK)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 390800 'L"umA�+kik"i 7?Yi.53Ek EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY `+ VAX2'('J'3: 174.2930 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DURYA"C. 1.25 JOB#:17HS009 3122+P.1-W 2bi'fr�j`*Mp��r DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT t'L�$�PzuVC7 T3F'�L ' Ic'a�FF4?4 BUILDESIGNERPER ANS RPI SEC. DESIGN ESUITABILITY AND 2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" ITYPE FLAT � c Job:(17HS009)/A15 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located Within 9.00 ft from roof edge,RISK CAT II,EXP B, Top chord 2x8 SP SS wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x6 SP SS End verticals not exposed to wind pressure. Webs 2x4 SP#3:W2,W7 2x4 SP#2 N: (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T"reinforcement.80%length Lumber value set"13B"uses design values approved 1/30/2013 by ALSC web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. Special loads Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. --(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC-From 90 plf at 0.00 to 90 pH at 6.31 Truss must be installed as shown with lop chord up. TC-From 90 plf at 6.31 to 90 pit at 22.31 TC-From 90 pif at 22.31 to 90 pit at 33.03 MWFRS loads based on trusses located at least 7.50 ft.from roof edge. TC-From 90 plf at 33.03 to 90 plf at 39.67 BC-From 20 pit at 0.00 to 20 plf at 10.97 Provide hanger or special connection at right end of truss for 2487 lbs. BC-From 20 pif at 10.97 to 20 plf at 12.83 BC-From 60 pif at 12.83 to 60 pif at 20.83 BC-From 20 plf at 20.83 to 20 pit at 26.97 BC-From 20 pif at 26.97 to 20 plf at 39.67 TC-100.00 Ib Conc.Load at 13.83,15.83,17.83,19.83 Wind loads and reactions based on MWFRS with additional CBC member design. (J)Hanger Support Required,by others (J)Hanger Support Required,by others Bottom chord checked for 10.00 psf non-concurrent live load. Calculated vertical deflection Is 0.37"due to live load and 0.68"due to dead load at X=21-1-8. The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Provide hanger or special connection at left end of truss for 2596 lbs. T1 _ T2 =7X6 _ T3 _1 X10 72 T4 E(aa) W7 VVIWZ.z. X(aw,00 W2 W1 a) 1113X1U 61 5 =6 6 3X5 =8 8 =5X8 1113XIO 62 O =6X6 B3 39'8" R=2596# U=450# R=2487# U=441# H=H 1 H=H2 DESC.= A15 SEQ= 961239 PLT.TYP:WAVE rySHIPPING,INSTALLING AND BRACING. 4DyyESSIIGNN��CRrT-FSC2014RESrrPI-2007FT/RT•20%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1250 TRUSSES RE -XIREFER1'O SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE ., 4'r y. :F,/,• W."�.;,i• LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A �`rt;:.y>p,.,.....; � •° PROPERLY ATTACHED RIGID CEILING. WI LOM��A "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG _ gE SHALL OHTP NDEVIATION � SDESIGN;ANY FAILURE TO BUILD THE TRUSS CONFORMANCE WITH POR FABRICATING,HANDLING,SHIPPING, BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM f •"'-*%.`- '" .%" CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118116GA(W,FYSS/K)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf `iT31A�I)1?7�^33v1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY p O/A LEN. 3sosoo iTia.'n;?.}'✓:-j-om"ma INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 31XG:Y.W...1,56 TMIFAr= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT {egtg �T.yc.,4 �T Gg�rrx DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE FLAT BUILDING DESIGNER PER ANSIfTPI 1 SEC.2. Job:(17HS009)/A16 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 2 Complete Trusses Required Top chord 2x6 SP SS Bot chord 2x6 SP SS Webs 2x4 SP#3:W2 2x4 SP#1 Dense: Nail Schedule:0.128"x3",min.nails Top Chord:1 Row @12.00"o.c. Lumber value set"'I 3B"uses design values approved 1/30/2013 by ALSC Bot Chord:1 Row @12.00"o.c. a Webs :1 Row @ 4"o.c. 4 Wind loads and reactions based on MWFRS. Use equal spacing between rows and stagger nails in each row to avoid splitting. (J)Hanger Support Required,by others 170 m (J)Hanger Support Required,by others ph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bid9,Located anywhere here in roof,RISK CAT ll,EXP B,wind TC DL=5.0 psf,wind SC DL=5.0 psf.GCpi(+/-)=0.18 Deflection meets 1-/360 live and L/240 total load.Creep Increase factor for dead load Is 1.50. End verticals not exposed to wind pressure. The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Girder supports 7-0-0 span to TC/BC split one face and 2-0-0 span to TC/BC split opposite face. Provide hanger or special connection at left end of truss for 5067 lbs. Truss must be Installed as shown with top chord up. Provide hanger or special connection at right end of truss for 5067 lbs. 5X8 Em4X6T1 7X6 1112X4 T2 =7X6 =06 T1 =5X8 99 T W1 W1 W1 W W4B13X8 7:!:!�W2 W2 W2 W, W1 Ei 1113X8 B, =8X10 82 =4X6 =8X8 82 =4X6 =8 L 39'8" R=5067# U=884# R=5067# U=884# H=H, H=H2 DESC.= A16 SEQ= 961117 PLT.TYP:WAVE OESIGNCRR"FBC2014RESRP42007FTRT-20%(0%v0(0) QTY=1 PLIES=2 TOTAL=2 REV. 16.01.01 D.0710.12 SCALE=0.1875 ; RR R L)GRAMN SI(B RUSSFS REQUIRE EXTREME CARE IN FABRICATING,HANDLING.SHIPPING,INSTALLING AN G ^,Y OCUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE "��• �'t'•' `''�y's INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 `��F•..,„.,>ri:,<,:,•�.',r.r...a�.,.. .8va PROPERLY ATTACHED RIGID CEILING. a + h a --IMPORTANT'- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN 3.! hh..�• .H. ��lJ.... CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR m•`=" --�°•� +a PLATES ARE MADE OF 20/18/16GA(W,WSSIK)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 390800 1WA414104)97.4.3 1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY �F--.!A z;35::)1)it .98v INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 aliU3:Y.l7d, 1&1'.h'I'XII&6'RT.;_t5 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.THE SUITABILITY ANS RPI 1 D 2USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING SPACING 24.0" TYPE FLAT Job:(17HS009)/B1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 3 Complete Trusses Required Top chord 2x4 SP#2 N Bot chord 2x8 SP SS �} Webs 2x4 SP#3:W6,W7 2x4 SP#1 Dense: Nail Schedule:0.128"x3",min.nails r :Lt S W 10 2x4 SP#:BLOCKWl 2x8 SP SS: Top Chord:1 Row @12.00"D.C. :Lt Slider 2x6 SP SS:BLOCK LENGTH= 1.833' Bot Chord:2 Rows @ 3.50"o.c.(Each Row) Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Webs :1 Row @ 4"o.c. Repeat nailing as each layer is applied.Use equal spacing 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, between rows and stagger nails In each row to avoid splitting. wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 4"o.c.spacing of nails perpendicular and parallel to grain required in area over bearings greater than 4" Wind loads and reactions based on MWFRS. Special loads --(Lumber Dur.Fac.=1.25/Plate Dur.Fac=1.25 Left cantilever is exposed to wind TC-From 94 plf at 0.00 to 94 plf at 18.75 ) Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. TC-From 94 plf at 18.75 to 94 pif at 22.33 BC-From 20 plf at 0.00 to 20 plf at 16.83 BC-From 20 plf at 16.83 to 20 plf at 22.33 PLB-5066.77 lb Conc.Load at(8.47,9.37) PLB-2487.21 Ib Conc.Load at(10.40,9.37),(12.40,9.37) PLB-2557.44 Ib Conc.Load at(14.40,9.37) PLB-2561.05 Ib Conc.Load at(16.40,9.37) PLB-2251.90 Ib Conc.Load at(18.40,11.37) I 18 9" {e 37„ PLB-2247.08 Ib Conc.Load at(20.40,11.37) Right end vertical not exposed to wind pressure. 1114 (R) T2 T3 28X8 ///6X8(R) 83X4 12 W9 6 11 W7 d 25X6 W 10 io W4 T1 W5 io 24X8 W3 =5X12Tl 1118X8(R) 3X4(C6 W1 W B111H0310 N 6. B11114X10(R) 12X12 621114X10 1-4- 21'- 15'10" '421'15'10" 1.+ -5'6"-� r 22'4" R=9740# U=1645# W=8" R=124589 U=1868# W=7-5/16" (Rigid Surface) (Rigid Surface) DESC.= B1 SEQ= 961911 PLT.TYP:WAVE yyDyyESSIGNN��CRIT-FBC2014RESMPI.2007FLRT"20%(0%v0(0) QTY=1 PLIES=3 TOTAL=3 REV. 16.01.01D.0710.12 SCALE=0.1875 REFESHIPPING,INS IALLING AND BRACING. R 70 hCSl(BUILDING COMPONENT SAFETY INFORMATION),PUB- TAMES REQUIRE EXTREME CAREIN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA,22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15. DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A Opsf ,�yt a'^oih:a",•.w' ••n °°"'�'p PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRW G spy I INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN +N CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM w,.,,�j r,.+^°Ij"�•«n„�0. -`"Ii CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR . PLATES ARE MADE OF 20118116GA(W,WTOT.LD. 550Sf SS/K)ASTM A653 GRADE 40160(W,IVH,SS)GALV.STEEL.APPLY PLATES TO p O/A LEN. 220400 ltlo:a P&,3?!r.'38.1. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY F.-NXIINSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#: 17HS009 3:L2L;:Y,i"rd,1.r2:r 7e2TII8tAr_n DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT t•]&1FAs`Ii7H3ti_ti $�Ty '�')�_ BUILIDINSOWN.THEERANSRPI1SEUS2OFTHISCOMPONENTFORANYBUILDINGISTHERESPONSIBILITYOFTHE SPACING 24.0" TYPE SPEC Job:(17HS009)/B2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP 91 Dense:T3,T4 2x4 SP#2 N: 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B. Bot chord 2x4 SP#2 N:B4 2x4 SP 91 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Lumber value set"138"uses design values approved 1/30/2013 by ALSC Wind loads and reactions based on MWFRS with additional C&C member design. ,. (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T'reinforcement.80%length of Left and right cantilevers are exposed to wind � T web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. Bottom chord checked for 10.00 psf non-concurrent live load. 4 MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. J 18,9„ T 14'9" 1114X5(R) T2 T3 W W10 �5X6 12 W7 N 6 508X8 ( ) o W6 W1 °i T4 T1 W4 =3X4(81) ;3X5 —7X6 B3 B4 =5X8 =3X4 3X4(81 VVI_ =3X4 62 =3X4 1N N y ^113X5 1_1'4° r 1 19'0-5/16" { 11'9-11/16" 14" f1'9-3/�" F1'6-1/4"+ 13'6" 16,8„ f 33'6" R=1070# U=26# RL=266/-238# W=8" R=2280# U=134# W=11-5/16" R=645# U=112# W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B2 SEQ= 961423 PLT.TYP:WAVE ryryDESIGN CRIT-FBC2014REPI-2007FT/RT"20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 • ..,�::,�� REFERNSES REQUIRE EXTREME CARE IN FABRICATING,HANDLING,SHIPPING,INSTALLING AND BRACING. BCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF ' { mac.. 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE • f~)��•� LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE r- ,ti ti�•,i✓` @.,a TC DL 15.Opsf DATE 01-27-2017 s,4:e<•.n•,.:c•.:..�:�,..✓..�:w..:�+�..•..,....,:'Y.�•a INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A g(,,1t� �� PROPERLY ATTACHED RIGID CEILING. +� NUMMU. IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG _�gj��•: . •r '� {•`'E CONFORMANC.,SHALL OE WITH TPT BE P OR FABRICATIONSIBLE FOR NG HANIATION DLING,SHIPPING,NGSINSTALLIN 8 BRACING OFDESIGN;ANY FAILURE TO T RILD THE USSES.TRUSS IN DESIGN BC LL O.Opsf CM n .•••_ -+..:,;; >! CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18116GA(W,WSS/K)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 330600 1�ffiyx VOa"e IZ?7$L_:131Q4 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY nr 4 i lost)9747!. a INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��S"'..e"��c F.33CaXil DESIGN SHOWN. OWN.THE UI AABILIT I1 2 AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0' TYPE SPEC Job:(17HS009)/B3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:136(Effective 6/1/2013) All plates are 3X4 except as noted, Top chord 2x4 SP#2 N:T3,T4 2x4 SP#1 Dense: Negative reaction(s)of-358#MAX.(See below)from a non-wind load case requires uplift connection. Bot chord 2x4 SP#2 N Webs 2x4 SP#3 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, GCpi(+/-)=0 0 psf. .18 Lumber value set"138"uses design values approved 1/30/2013 by ALSC wind TC DL=5.0 psf,wind BC DL=5. Wind loads and reactions based on MW'FRS with additional C&C member design. �(" Left and right cantilevers are exposed to wind "/{9 (b)Continuous lateral restraint equally spaced on member.Or 1x4#3SR8 SPF-S or better"T"reinforcement.80%length of Calculated horizontal deflection Is 0.11"due to live load and 0.16"due to dead load. web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. (a)Continuous lateral restraint equally spaced on member.Or 2x6#3 or better"T"reinforcement.80%length of web Bottom chord checked for 10.00 psf non-concurrent live load. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Deflection meets L/360 live and U240 total load.Creep increase factor for dead load is 1.50. f 18,4„ 10" 1' 14'4° =5X6 T2 T3 W H0710 12 ) 6 W EG 15X6 (b) W W 7 T4 T1 W5 W10 3X6 =3X4(B 1) W2 B3 =3X5 64 =3X4(B1 112X4 -4X8 1112X4 N y 112X4 1'4" 1112X4 32 ~81 17'0-5/16" 13'9-11/16" 1'4" 1'9-3/4" 1'6-1&'1 1BT, - � - 29,2„ t_ 33'6" R=490# U=83# RL=261/-233#W=8" R=3247# U=394# W=11-5/16" R=552/-358# U=344# W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B3 SEQ= 961572 PLT.TYP:WAVE SHIPPING,INSTALLI yDyESSIGNN�CRIT-FBC2014RESRPI-2007FT/RT°20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 REFER 70 BCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE "� ��,l/ �}•'�{'�y� LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE °'`_ �! TC DL 15.Opsf DATE 01-27-2017 .J_,..,,,;:; ;.,:,,• INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A r¢=N�-��• ••ppi�tt amu " PROPERLY ATTACHED RIGID CEILING. --IMPORTANT'- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG ita. �_.C-�x�,11✓_' INC.,SHALL NOT BE+'-lJS7` :✓ab3+ RUSS IN CONFORMANCE WITH TPI;POR FABRICATING.HANDLING,SHIPPING,ONSIBLE FOR ANY DEVIATION FROM NSTALLINJ INSTALLING RDESIGN;ANY FAILURE TO I SSES.LD THE @DESIGN BC LL O.Opsf CM 'dX ,s••"`'«•..,fA .+'a CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR " �• PLATES ARE MADE OF 20/18/16GA(W,WSSIK)ASTM A653 GRADE 40/60(W,KIH,SS)GLV.STEEL.APPLY PLATES TO TOT.LD. 55.0psf 0/A LEN. 330600 '•k1kir 41191 i 31�m EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY F.�:V15..1I 1711-MU INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THISDUR.FAC. 1.25 JOB#:17HS009 32ii njrJd?.133:b Ti*-A.lti'�41^�- DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1-04%;PhAq,)11-11--E+FL DESIGN SHOWN.BUILDING DESIGNER,ESITABIRY NDUS2OFTHIS COMPONENT FOR ANY BUILDING ISTHE RESPONSIBILITY OFTHE SPACING 24.0" ITYPE MONO Job:(17HS009)/B4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/112013) All plates are 2X4 except as noted. Top chord 2x4 SP#2 N:T1 2x4 SP SS: Negative reaction(s)of-189#MAX.(See below)from a non-wind load case requires uplift connection. :T2 2x4 SP#1 Dense: Bot chord 2x4 SP#2 N:B1 2x4 SP SS: 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B, Webs 2x4 SP#3 wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 / Lumber value set"13B"uses design values approved 1/3 012 01 3 by ALSC Wind loads and reactions based on MW FRS with additional C&C member design. Calculated horizontal deflection Is 0.09"due to live load and 0.22"due to dead load. Left and right cantilevers are exposed to wind ]L/� Bottom chord checked for 10.00 psf non-concurrent live load. (a)Continuous lateral restraint equally spaced on member.Or 2x6#3 or better"T'reinforcement.80%length of web Deflection meets U360 live and L/240 total load.Creep increase factor for dead load Is 1.50. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. f 16!4" 4-10" 12,4„ 05 6—=4X8 T3 5X6 T2 H07 W, W7 W7 13X4 12 6 T4 50 _ W5 W10 W1 co TI W6 1113X5 3X6 =-3X4(Bl) 83X4 W2 g3 =3X10 =3X5 =4X8T 3X4(81 VVI_ =3X4 1114X5 84 =3X4 r�lT N y B2 f 14" i 16' 1,4„ 14'10" 1'9-314" 11'6-1&#�,1 j91�" 292" 33'6" R=469# U=73# RL=230/-202# W=8" R=3053# U=380# W=8" R=699/-189# U=269# W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B4 SEQ= 961468 PLT.TYP:WAVE DESIGN Cliff"FBC2014RESRPI-2007FTIRT-20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 R N " TRUSSES REQUIRE EXIHhMI_CARE IN SHIPPING,INSTALLING AN BRAUING. R R O SI BUILDING COMPONENT SAFETY ETY INFORMATION PUBLISHED SHED BY TPI(TRUSS s•j"'^s ), (T S PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE ;yw•✓'%T �F' �'"4},y, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 ay' 141—A'.— ,,,� INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A ''��! .,�11✓�r.p.,�p- ^ PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG INC..SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN �'�'' i•1c�1.r•. fjt+ CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,HISSIK)ASTM A653 GRADE 40160(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT,Lp, 55.Opsf O/A LEN. 33DSDD `A`fci!-a i ^Ja:!a?�r'J323 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY wIrAX2-tel)VW.-An INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 3 U Tq_W�16111 TF. PAr=% DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.THE SUITABILITY ST7 D USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING SPACING 24.0" TYPE HIPS a Job:(17HS009)/B5 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP#2 N:T2 2x4 SP#1 Dense: 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, Bot chord 2x4 SP#2 N wind TO DL=6.0 psf,wind BC DL=5.0 psf.GCpj(+1-)=0.18 Webs 2x4 SP#3 Wind toads and reactions based on MWFRS with additional C&C member design. Lumber value set'1138"uses design values approved 1/30/2013 by ALSO Left and right cantilevers are exposed to wind • Calculated horizontal deflection is 0.11"due to live load and 0.16"due to dead load. (a)Continuous lateral restraint equally spaced on member.Or 2x4#3 or better"T'reinforcement.80°ic length of web Bottom chord checked for 10.00 psf non-concurrent live load, member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. Deflection meets•L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 14'4" {� B'10" 1 OW, I .5X6 EE 08 73 //5X6(R) 72 a W7 W7 W7 3X4 6 2 0H0710 T4 W W10 W1 W5 f T1 W6 1113X5 =3X4{81) '3X6 83X4 W2 B3 =4X8 =3X5 =3X10 B4 1114X5 =3X4 N N =3X4(B1 W1_ =3X4 6' y B2 1'4" 16' 14'10" V99-3/4 1'6-1r3(-9 ,1 1� —29'2" --; _I 33'6" R=558# U=60# RL=2001-172#W=8" R=2860# U=565# W=8" R=746/-91# U=221#W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B5SEQ= 961442 PLT.TYP:WAVE OCSIGNCRn"FSC2014ROMI.2007FT/RT-20%(0%)/0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 �pR N " TC LL 30.Opsf REF .,a•,;,, REFERO BCSt(BUILDING COMPONENT SAFETY INFORMATION},PUBLISHED BY HANDLING, (TRUSS PLATE INSTITUTE, P ">�. 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE >}~w`fi ,4�,, � FOR SAFETY PP ILN NDICATED.MADISON, PtCHORD SHALL HAVE PROPERLY ATTACH D IOR TO PERFORMING PANELS AND BOTTOM CHORD SHERWISE HALL HAVE A TC DL ")5'OpSf DATE 01-27-2017 „fi.r „�!!:�•YY,rr'..•:-.'��•,.a..: .,r>:,:..,.q PROPERLY ATTACHED RIGID CEILING. 3.'t •'IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG .�q. .>r �5g ;�+p;;�a>',1 INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN RC LL (}.apSf CM �mttc�.>Sv,•ts..'w -+�`.•fts;•."•..r.�+:�s CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN ' •' ;,}:-' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR I .y w,.. PLATES ARE MADE OF 20/18116GA(W,wSSM)ASTM A653 GRADE 40!60{W,KfH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.OpS O!A LEN. 330600 'MrA Q9%; 33804 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY '454)07&4999 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DURYAC. 1.25 JOB �HIPS 35}h T4M=Ar_B DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN,THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. ll Job:(17HS009)/B6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP SS:T3 2x4 SP#1 Dense: 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, Bot chord 2x4 SP#2 N:B1 2x4 SP SS: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 i Wind loads and reactions based on MWFRS with additional C&C member design. Lumber value set"138"uses design values approved 1/30/2013 by ALSC Left and right cantilevers are exposed to wind Calculated horizontal deflection is 0.15"due to live load and 0.20"due to dead load. (a)Continuous lateral restraint equally spaced on member.Or 2x6#3 or better"T'reinforcement.80%length of web Bottom chord checked for 10.00 psf non-concurrent live load. member.Attached with 16d Box or Gun(0.135"x3.5",min.)nails @ 6"oc. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. j- 12'4" 1210" 8'4" 1114X5 R -4X5 T2 =5X8 12 w6 w W T s p 1 (a> "3X4 W5 076 g 3X6 —=3X4(BI) ,3X4 W2 B3 =3X10 =3X5 = =3X4(81 W1- =3X4 =4X5 B4 N N y B2 f 14" 16' 14'10" 1'4" 1'9-3/4" 1'6-11X1 29'2" L —'1 33'6° R=531# U=58# RL=169/-141# W=8" R=2949# U=566# W=8" R=691/-145# U=198# W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B6 SEQ= 961462 PLT.TYP:WAVE yyDyyESSIIGNMr-FSC2014RESRPI-2007FT/RT"20%(0%y0(0) QTY=1 TOTAL=1 SHIPPING.INSTALLING AND BRACING. REV. 16.01.01D.0710.12 SCALE 96146=0.25 0 SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBI=S REQUIRE 1AI REME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF ^ty 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE ?'�•;. a/, 4 lar LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE 15.Opsf DATE 01-27-2017 a?''jam�'0 ,_��:,I,r'_'�,,.�;,.�::'.;,„�:•.p. INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL -•f v�� aa �•° PROPERLY ATTACHED RIGID CEILING. "IMPORTANT** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG gay;'•:•^ 'A°•• INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN '�'.\',°+•�^�k+S'-'�' T -M CONFORMANCE WITH TPI;OR FABRICATING,HANDLING.SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf - CM '+m::,,, �,,,.�•�" '+:�,;�«-� '"%�' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO o TOT.LD. 55.Opsf O/A LEN. 330600 :1?�'33v73 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY �+ 117A-KI f"54"1}7&49938 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 BV-G P4.tR?islis Z11P2p,/is DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 'tl$tP iat7t�ipr'"f.i,kz..e9f1 ES DESIIGN SHOWN.THE PER ANS RPI 1 D USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0 TYPE HIPS Job:(17HS009)/B7 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted, Top chord 2x4 SP SS:T3,T4 2x4 SP#2 N: 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT Il,EXP B, Bot chord 2x4 SP#2 N:81 2x4 SP SS: Wind TC DL=5.0 psf,wind BC DL--5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 , Wind toads and reactions based on MWFRS with additional C&C member design. Lumber value set"13B"uses design values approved 1/30/2013 by ALSO Left and right cantilevers are exposed to wind Calculated horizontal deflection is 0.13"due to live load and 0.35"due to dead load. (b)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T'reinforcement.80°!0 length of (a)Continuous lateral restraint equally spaced on member.Or 2x6#3 or better"T"reinforcement.80%length of web web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc. member.Attached with 16d Box or Gun(0.135"x3.5",min.)na(Is @ 6"DID. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets U360 live and U240 total load.Creep Increase factor for dead load Is 1.50. MWFRS Toads based on trusses located at least 7.50 ft.from roof edge. 174" 1118" =7=—27" T3 ///5 X6(R I) =5X8 T2 1115X6(SRS)(R W10 12 W5 (a) W5 (b) W T4 6 T1 W6 W9 c3X4 °ao 1113X6 =3X4(B1) n g 3X6 83X4 W2 B3 =3X5 =3X10 B4 Ea4XBSo 23X4(81 W1_ =3X4 s� y B2 1'4"J 1 4" 16' t4'10" `} — V9-3/_4' 11'6-tt#9 F�3 29'2" - 33'6" R=545# U=589 RL=177/-150#W=8" R=2903# U=582#W=8" R=7211-104# U=167#W=B" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B7SEQ= 961475 PLT.TYP:WAVE +DESSIIGNNCRIIT•FBC2014RESRP42007FT1RT"20%(0%p0(0) QTY=1 TOTAL=1 REV. 16A1.01D.0710.12 SCALE=0.2500 -EXTREME CARE IN FABRICATING,HANDLING,SHIPPING,INS IALLING AND BRACING. TRUSSES REQUIKE REFER YO$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE r +• 4 }„ TC DL 15.0psf DATE ot-27-za17 " " `' '��77yy�u"`'"_'"""'"s O PROPERLY TOP CHORD ATTACHED RIGID CEHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A BC DL 1 0PSf DRW G *'IMPORTANT'• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, INC„SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL O.Ops f CM CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR .3a PLATES ARE MADE OF 20118116GA(W,WSS/K)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 330600 '60A 06 rr??-338.1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY FAXZvs' ErS fl IN OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 3111 N.W.161.tjT2 r= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Y1S'(Azrc4<Y`si?a A .571" DESIGN SHOWN,THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC BUILDING DESIGNER PER ANSVTPI 1 SEC.2. Job:(17HS009)/BB THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 2 Complete Trusses Required Top chord 2x4 SP#2 N:T1 2x4 SP SS: Bot chord 2x4 SP#2 N:B1,B3 2x4 SP SS: $ Webs 2x4 SP#3:W9 2x6 SP SS: Nail Schedule:0.128"x3",min,nails Top Chord:1 Row @11.25"o.c. Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Bot Chord:1 Row @12.00"o.c. Webs :1 Row @ 4"o.c. All plates are 2X4 except as noted. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads -(Lumber Dur.Fac=1.25/Plate Dur.Fac.=1.25) (")1 plate(s)require special positioning.Refer to scaled plate plot details for special positioning TC-From 94 pif at 0.00 to 94 plf at 8.33 requirements. TC-From 47 pif at 8.33 to 47 plf at 20.00 170 mph wind,15.00 ft mean h t 9 TC-From 47 pif at 20.00 to 47 plf at 24.00 p hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT Il,EXP B, TC-From 47 plf at 24.00 to 47 plf at 25.17 wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 TC-From 94 plf at 25.17 to 94 plf at 33.50 BC-From 20 plf at 0.00 to 20 pff at 3.33 Wind loads and reactions based on MW FRS. BC-From 20 plf at 3.33 to 20 plf at 3.65 BC-From 20 plf at 3.65 to 20 plf at 4.33 Calculated horizontal deflection is 0.19"due to live load and 0.26"due to dead load. BC-From 20 plf at 4.33 to 20 plf at 8.36 Deflection meets L/360 live and L/240 total load.Creep Increase factor for dead load is 1.50. BC-From 10 plf at 8.36 to 10 pff at 12.86 p• BC-From 10 pif at 12.86 to 10 plf at 21.50 5 BC-From 10 pif at 21.50 to 10 plf at 25.17 BC-From 20 plf at 25.17 to 20 pff at 33.50 PLT-641.80 Ib Conc.Load at(8.36,13.96) PLT-237.98 Ib Conc.Load at(10.40,13.96),(12.40,13.96),(14.40,13.96) (16.40,13.96) PLT-704.68 Ib Conc.Load at(24.00,15.96),(25.17,15.96) PLB-575.56 Ib Conc.Load at(8.36,11.37) PLB-129.33 Ib Conc.Load at(10.40,11.37),(12.40,11.37),(14.40,11.37) (16.40,11.37) PLB-529.44 Ib Conc.Load at(24.00,11.37),(25.17,11.37) Left and right cantilevers are exposed to wind Bottom chord checked for 10.00 psf non-concurrent live load. 1'2" 8'4" � 11'8"--�-4,-�}• 8'4" T4 I/I4X5(R) T - T3 1W1 6 I- T1 T2=_ %5X6 W1 T5 m T 1113X6 W WSW W12 23X4 ,o3X10(" =3X4(B1) 163X4 =-=-�3X4(B1) i, 83 -6 0 =_3X6 _3 =3X4 BS N� 1 3X5 84 Y B2 4^� 16 } 1,4„ '� 14'10" I 29,2„ 01 j- 33'6" R=1441# U=307# W=8" R=5168# U=1166# W=8" R=1540# U=267# W=8" (Rigid Surface) (Rigid Surface) (Rigid Surface) DESC.= B8 SEQ= 961546 PLT.TYP:WAVE yDyESSIGNN�CRIT-FBC2014RESn"P1-2007FTMT"20%(0%y0(0) QTY=1 PLIES=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.1250 ,REFER TSHiPPIN7TRMLLING AND BRACING. O SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF ,tea` !� ''�II�•, 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE -'�1,•aF ,/,.� '�y a. LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 9' INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A �•. PROPERLY ATTACHED RIGID CEILING. •� •- "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 1 O.Opsf DRW G �' ', 57��y��-•�.y INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN =g' �•F`�'�+4*"-� CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM Fw.„,` } ;;,.+�'1'�-•,.:„,�-A' -•`� CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR P" t+,u..t"*r! PLATES ARE MADE OF 20118116GA(W,H/SS1K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 330600 'L"t<f3.A @a,*-,97 33" EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY P.--a 1;2 J51.)7iY.v9l I INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR,FAC. 1.25 JOB#:17HS009 Suri.14. .ir-t-IrzaT�`1q.i^i..3 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT r'm'<LA44,rg0 vzl a FDESMONGN SHOWN. THE SUITABILITY ANS RPI AND 1 SEUSZ OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC .S � Job:(17HS009)/C2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 11.00 ft from roof edge,RISK CAT 11,EXP B, Top chord 2x4 SP#2 N:T2 2x6 SP SS: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x6 SP SS Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3:W2 2x4 SP#2 N: -;� Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Left and right cantilevers are exposed to wind In lieu of structural panels use purlins to brace TC @ 24"oc. (a)Continuous lateral restraint,equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent live load. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. Trusses to be spaced at 30.0"oc maximum. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. 1— 13'6" 13'6" 1114X5(R) a=3X4 =3X4 12 T2 6 1113X4 1113X4 C7 \\\5X8(SRS)(R W4 zo /5XB(SRS)(R) T1 W T1 1112X4 W3 1 o1 W4 1112X4 =2X4(A1 =-2X4(Al) s• y B1 =7X6 827X6 B1 f 4X6 =4X6 1'4" 24'4" I. 27' R=2166# U=71# RL=247/-2479 W=8" R=2168# U=71# W=8" (Rigid Surface) (Rigid Surface) DESC.= C2 SEQ= 961039 PLT.TYP:WAVE DESIGN CRIT FTIRT"20%(0%)10(0) QTY=2 TOTAL=2 REV. 16.01.01 D.0710.12 SCALE=0.2500 „yc;'=;,�•^ REFER TO 6CSI(BUTRU SES RE UIRE EXTREME CARE IN F A[ING.HANDLING.SHIPPING,INSTALLING AND BRACING. ILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF R., 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE )�1:`. (f,> 'Q "�, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 S.•. {,3 v .,�.�.,�.,,;,..,;:r ye,.�.er•,ti;, u,,,,,,�g,,k,o INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A :S'l 'hv +.�1re� PROPERLY ATTACHED RIGID CEILING. 'r:9r +��e�.yyy�^p. "IMPORTANT- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG T� I•C-`+ft++�1:1 �ti.!.`k..,A,'�7;�3,'" CONFORMANINC.,SHALL OE WITT BE H RESPONSIBLE OR FABRICATING HANDLING,SHDEVIATION �PPINGSINSTALLING 8 BRACING OF DESIGN;ANY FAILURE TO TRUSSES.RILD THE TRUSS IN USSES. DESIGN BC LL O.Opsf CM ••a„'.,`. f -' ,�„n Y-'"`�i1 CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,HISSIK)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 27 `':1'�.:.i�^✓+i°':- '3.°n4 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY y'r1�'t::.'o' ,)?rY t59'di D INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 31214*{,174 1Ei?'.t�T2:gF�i.f•"....L DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT °L'18$'Cs�t`,TL7�D3 c•�.. "r AFL 33W DESIGN INSHOWN. DESIGNERS RPIISE THE PER ANUSz OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 30.011 ITYPE COMN M Job:(17HS009) /C3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B, J wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Top chord 2x4 SP#2 N:T2 2x6 SP SS: Bot chord 2x6 SP SS Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3:W2 2x4 SP#2 N: / !) / Lumber value set"136"uses design values approved 1!30/2013 by ALSC Left and right cantilevers are exposed to wind v In lieu of structural panels use purlins to brace TC @ 24"oc. (a)Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent live load. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. 13'6" 13,6„ 1114X5(R) T2 =3X4 =3X4 12 T2 6 1113X4 1113X4 ih F- %%%5X8(SRS)(R W4 /5X8(SRS)(R) T1 W T1 1112X4 W3 1 OI W4 1112X4 =2X4(A1 =2X4(A1) s y B1 =7X6 62 =7X6 B1 1.4" 4X6 =4X6 24'4" 27' R=1733# U=57# RL=198/-198# W=8" R=1734# U=57# W=8" (Rigid Surface) (Rigid Surface) DESC.= C3 SEQ= 961035 PLT.TYP:WAVE 13FpSIGNN� SCCWT-FBC2014RESM1.2007FT/RT"20%(0%y0(0) QTY=8 TOTAL=8 REV. 16.01.01D.0710.12 SCALE=0.2500 REFER TM SI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE ''�- r?f._, ^,✓ r k;>.r<x�,Z;,,.., INDICATED.TOP ICHORD SHALL HAVE PROPEIRLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHACES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS LL/ HAVE A ISE TC DL 15.Opsf DATE 01 � -27-2017 q�yr� y•� a PROPERLY ATTACHED RIGID CEILING. �,•! 4fi" "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG INC.6++;?.�i• 1 q1; ^"•X � - CONFORMANCE WITSHALL NOT BE RESPONSIBLE TPP OR FABRICATING HANDLING,SHIPPING,INSTALLINDEVIATION FROM THIS DESIGN;G&BRAC NG OFFAILURE TO T RILD THE USSES.TRUSS IN DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO '('11494W,971 3081 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY TOT.LD. 55.Opsf 0/A LEN. 27 1� an x.'4:2 V51.)lreb:599111 INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009 =A;W.W..166M ,g IPAJ DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.THE SUITABILITY A D USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE N SPACING 24.0" TYPE COMN Job:(17HS009)/C4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B. Top chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.1 B � Bot chord 2x4 SP#1 Dense Wind loads and reactions based on MWFRS with additional C&C member design. L r� Webs 2x4 SP#3 Left and right cantilevers are exposed to wind LA Lumber value set"13B"uses design values approved 1/30/2013 by ALSC (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T"reinforcement.80%length of Bottom chord checked for 10.00 psf non-concurrent live toad. web member.Attached with 8d Box or Gun(0.113"x2.5",min.)nails @ 6"oc, MWFRS loads based on trusses located at least 7.50 ft,from roof edge. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. L f 12'4" T—2'4" 12,4„ T2 1114X5 R N4X5(R) 12 T1 6 ,3X4 W4 >W4 c3X4 m T1 1112X4 W 3 1112X4 =3X4(81 =3X4(B 1) s• y B1 =3X4=H0310=3X4 B 1 1 1.4" 3X5 =3X5 1,4" f^ 24'4" 27' R=15379 U=256# RL=181/-181# W=8" R=1537# U=256# W=8" (Rigid Surface) (Rigid Surface) DESC.= C4 SEQ= 961047 PLT.TYP:WAVE ryDyEpSIGNN�CRIT-FBC2014RESRP42007FT/RT•20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 REFER7SHIPPING,INSTALLING AND BRAGING. 0 TC-S1(BUILDING COMPONENT SAFETY INFORMATION),PUBTRUSSES REQUIRE EXI REME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF `,�¢;�. 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE `C� fir, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. • � "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR,ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G 9' INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN �•`- •kd ��^• "- CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM ,m `"°'•-•.;,," r' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR •'^^°^'"`• "'� �s C ++ -+ PLATES ARE MADE OF 20/18116GA(W,WSS/K)ASTM A653 GRADE 40/60(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOl-.Lp. 55.Opsf O/A LEN. 27 't'ks`!A 901rr$TS$3,°.i EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY 1w "x1'r` i .'�}Ai3.-�Abii INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 a1Y.G:4•LS;1Fr};(,T,r�1gr,� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT k" ,.iPs4�VtyBz1'-/� DESIGN IIDNS OWN.THE PERSUITABILITY AND 1SECS2EOFTHISCOMPONENTFORANYBUILDINGISTHERESPONSIBILITYOFTHE SPACING 24.0" -SPE HIPS Job:(17HS009)/CS THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 fl from roof edge,RISK CAT ll,EXP B, Top chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3 f f Lumber value set"136"uses design values approved 1/30/2013 by ALSC Left and right cantilevers are exposed to wind r� Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. MWFRS loads based on trusses located at least 7.50 ft,from roof edge. r 10'4" 6'4" 10'4" =6X6 T2 4X6 12 6 � <T1W 4 W 4 3X4T1 W5 W1112X4 1112X4 =3X4(B1 3X4(61) 6' y B1 =3X4 =3X4 =3X8 61 1'4" _3X5 =3X5 . 24'4" 1,4 f 27' R=1537# U=259# RL=151/-151# W=8" R=1537# U=259# W=8" (Rigid Surface) (Rigid Surface) DESC.= C5 SEQ= 960810 PLT.TYP:WAVE ry�OyrEppSIgqGNNN��CRpn=FBC3014RESRP42007FTRT"pB%(05y6(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 `tea SHIPPING,INSTALLING AND k3HACINU. REFER1'O$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF ..Kr:'*''"} 'i �Q•�y 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE p �'y.'t• 1 ,� '� ^'��'3`+ ISE MADISON TOPI53719)FOR SAFETY CHORD SHALL HAVE PROPEIRLY ATTACHED STRUCTURACES PRIOR TO PERFORMINGL TPAENELS ANDT BOTTOM CHORD SHALSE FUNCIOS. UNLESS L A TC DL 15.Opsf DATE 01-27-2017 PROPERLY ATTACHED RIGID CEILING. ,�`�^-"h•�3 "IMPORTANT'- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN ��cc1l �•. CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL 0.0psf CM ..,�ti CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR r:94� '.-�.'.. PLATES ARE MADE OF 20/18/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,IGH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 27 5e�'R7:rLaM6 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY i'r'e Zz 054)117P 40SO INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 511.1E a.Vj.1,66 TMMAI�, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT rw%g ipwqo nv@ 14�C4 F,zW DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE HIPS BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. t. Job:(17HS009)/C6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) Special loads --(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) Top chord 2x4 SP#2 N:T1 2x4 SP SS: TC-From 94 pif at 0.00 to 94 pif at 8.33 Bot chord 2x6 SP SS TC-From 94 plf at 8.33 to 94 plf at 11.08 f Webs 2x4 SP#3:W1 2x6 SP SS: TC-From 94 pif at 11.08 to 94 pif at 13.50 t :W2,W6 2x4 SP#1 Dense::W5 2x4 SP#2 N: TC-From 94 pif at 13.50 to 94 plf at 15.92 TC-From 94 plf at 15.92 to 94 plf at 18.67 Lumber value set"13B"uses design values approved 1/30/2013 by ALSC TC-From 94 pif at 18.67 to 94 plf at 27.00 BC-From 20 plf at 0.00 to 20 pif at 27.00 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT ll,EXP B,wind TC TC-704.68 Ib Conc.Load at 8.36,18.64 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 BC-529.44 Ib Conc.Load at 8.36,18.64 Wind loads and reactions based on MWFRS. BC-1193.96 Ib Conc.Load at 9.02,17.98 Bottom chord checked for 10.00 psf non-concurrent live load. Left and right cantilevers are exposed to wind Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. f8'4" 2,9„_ �f�2,5• + 2,5• 2,9„ 8,4„ T2 T3 1115 (R) T3 EE6X6 7X6 7X6 T2 z6X6 12 6W6 T1 W3 W o W3 n v T1 W1 W5 W W4 ,4X12 Q4X12 =2X4(A1 W2 2X4(A 1) 6' Will s B1 =6X12 =10X10 =6X12 1'4" 11115X6 B7 1115X6 1'4" 24'4" L 27, R=3964# U=758# W=8" R=3964# U=758# W=8" (Rigid Surface) (Rigid Surface) DESC.= C6 SEQ= 960844 PLT.TYP:WAVE ryDyEpBIgGNN�CNRQR=FBC2074RESRPI-2007 FTRT•20%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500 .•^k;.,, REFER 70 BCSI(I RUSSES RE BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE,HANDLING,SHIPPING,INSTALLINGANU Tc LL 30.Opsf REF •��y ;� �w• 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE ,yc=.,:.••.•.c: :•,..,•:a:°rc,.o. t,;�,,,, .,h INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017 PROPERLY ATTACHED RIGID CEILING. `'L•f �:i "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG ;Y"�; •i;t'�"ala 57(� INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN _�C� �•'' •='h�� MUM CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM CONFO`-"•••�..., •,•�'r PLATES 76GA RMS WITH ARE MADE OF ICA13 VISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR (W,HISSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT•Lp• 55.Opsf O/A LEN. 27 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY '* 7c1'6a z MQ 97`i.-,a'"9 o INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 3:126 N.-W--166'TZ11P f-M DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE SPEC BUILDING DESIGNER PER ANSIrrPI 1 SEC.2. Job:(17HS009)/D1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:138(Effective 6/1!2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bidg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B. Wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Top chord 2x4 SP#2 N Bot chord 2x4 SP#2 N Wind loads and reactions based on MW FRS with additional C&C member design. Webs 2x4 SP#3 Right end vertical not exposed to wind pressure. Lumber value set'13B"uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind (J)Hanger Support Required,by others Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep Increase factor for dead load Is 1.50. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Provide hanger or special connection at right end of truss for 844 lbs. 16'8" 1112X4 3X4 T2 W8 12 6 G7 0 05X6 is T1 W3 W4 13X6(R) B2 � W2 =3X4(81 W1 5' =3X8 113X5 1112X4 1 4 15'4" 14'11" R=1048# U=15# RL=1841-61#W=8' R=844# U=119# (Rigid Surface) H=H1 SEQ= 961666 DESC.= D1 REV. 16.01.01D.0710.12 SCALE=0.2500 PLT.TYP.-WAVE DESIGN CRR=FeC2014RESnPI4007FT/RT-20%(0%Y0(0) QTY=4 TOTAL=4 "M N INSTALLING AND BRACING. TC LL 30.Opsf REF rpt•• REFER 70$Cst(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, P 218 NORTH LEE STR.,SUITE 372,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN NDICAATDED,TOP CHORWI D SHAFOR LL HAVE PROPERLY ATTACHED STRUCTURALFETY PRACTICES PRIOR TO PERFORMING IPANELS AND BOTTOM CHORD SHALSS L A ISETC DL '15'OPSf DATE 01-27-2017 PROPERLY ATTACHED RIGID CEILING. BC DL 10.0psf DRWG EMIL "'IMPORTANT'' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, g� w INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL 0.0psf CM Qf t3 cak+ :+�:',. 6�,� CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PAj AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,HISSIK)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.0psf 0IA LEN. 160300 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z-ANY * ;rTqK)1?i&w9y'D INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 31'7. R.4,Iyr y2mpAj - DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT i't a'4,�" o�'%aff4 FL31TrTa4 DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0° TYPE MONO BUILDING DESIGNER PER ANSIITPI 1 SEC.2. Job:(17HS009)/D2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B, Top chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3 F Lumber value set"138°uses design values approved 1/30/2013 by ALSC Right end vertical not exposed to wind pressure. (J)Hanger Support Required,by others Left cantilever is exposed to wind Deflection meets U360 live and U240 total load.Creep Increase factor for dead load Is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Provide hanger or special connection at right end of truss for 847 lbs. T3 53X4 1112X4 0 3X4 T2 W8 12 6 Wv 5o5X6 m m °o T1 W3 W4 3X4 =5X6 II 3X6(R) 3X4031 W1 W2 62 N 67 y B7 =3X8 1113X5 1112X4 15,4° 14'11" 1 9. f 16'8" R=1051# U=219 RL=173/-58# W=8" R=847# U=125# (Rigid Surface) H=H1 DESC.= D2 SEQ= 961725 PLT.TYP:WAVE yDyESSIIGNN�CRrr-FBC2014RES/TPI.2007FT/RT"20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 -SCALE=0.2500 REFEi270 "MMU SI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BYTPI( TRUSS SHIPPING•PLATE INSTITUTE, TC LL 30.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 5371.9 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE DATE 01-27-2017 > TC DL 15.Opsf INDICATED•TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A p g � Ty, pg Jy PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG },q INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM ''.'r*�• -L•�• �,°�+� CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18116GA(W,H/SS/K)ASTM A653 GRADE 40/60(WK/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf D/A LEN. 160800 YKSx c lSi r i-33°1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN.POSITION PER DRAWINGS 160A-Z.ANY xzxb�i 55:)dict i i INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1.2002 SEC.3.A SEAL ON THIS FDUR.FAC. 1.25 JOB#:17HS009 312.E AGTn,:16,11r TZZR� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT11011 RA'.'.4")B"Aaa` �� � DESIIGN S OWN.THE SUII ANSRY A SECS2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE CING 24.0" ITYPE HIP M Job:(17HS009)/D3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 3X4 except as noted. Top chord 2x4 SP#2 N 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B, Bot chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional CBC member design. Lumber value set"1313'uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent live load. (J)Hanger Support Required,by others MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Deflection meets U360 live and L/240 total load.Creep Increase factor for dead load is 1.50. Provide hanger or special connection at right end of truss for 847 lbs. I_ 13'8" 9'—� 1114X5 R T2 W T1 W6 12 �* 6 v' W8 W3 W4 =6X6 B2 1113X6 -�(81 W1 W2 B1 =3X8 1112X4 1112X4 �--1'4" 1� 15,4" 9. 13'11-1/2" 1_ 16'8" R=1051# U=36# RL=150/-50# W=8" R=847# U=135# (Rigid Surface) H=H1 DESC.= D3 SEQ= 961728 PLT.TYP:WAVE ryryDyyESSIGNN��CR1T-RR -2007FTIRT-20%(0%)10(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750 REFER 70 BCSHIPPING.INSTALLING AND BRACING. SI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF ;:a;.v; ;�•,Y 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A � y„yA PROPERLY ATTACHED RIGID CEILING. "IMPORTANT” FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G INCty'-.' ��sty _ '�'!�%•'��->`�' O BUILD THE TRUSS IN CON ORMANCSHALL NOT WITH TPP OR FABRICATING,HANDLING,SHIPPING,ONSIBLE FOR ANY DEVIATION FROM IINSTALLI S DESIGN;G&BANY RACING NGILURE TOF TRUSSES.DESIGN BC LL O.Opsf CM '- *.,..,ti.I "•- F-'»..,,,f0.'f :;.•%`; CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR R oaf d.�.a PLATES ARE MADE OF 20/18/16GA(W,HISS/K)ASTM A653 GRADE 40160(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT,LD. 55.Opsf O/A LEN. 160800 1dfi37.FY}�..r53E3 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY • a1':5�:: Kj 1?iL`i-o$Sil INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009 312L4 M.1.'..1Fii!t F.�;TM1DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE HIP M BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. s 4 Job:(17HS009)/D4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Top chord 2x4 SP#2 N Bot chord 2x4 SP 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT Il,EXP B, Webs 2x4 SP#33 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Lumber value set"138'uses design values approved 1/30/2013 by ALSC Left cantilever Is exposed to wind Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent live load. (J)Hanger Support Required,by others Deflection meets L/360 live and L/240 total load.Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft.from roof edge. Provide hanger or special connection at right end of truss for 847 lbs. L� 11'8" 5' 1114X5 R T2 -3X4 ,3X4 W W9 12 T1 W6 v 6 p v W3 W4 IT =6X6 -_3X4 g2 1113X6 W =3X4(81 W1 W2 W8 T71 B1 =3X8 1'4" _I. 15'4" f� 11'11-1/2" 3'11-1/2"- � I_ 16'8" R=1051# U=52# RL=128/-43# W=8" R=847# U=143# (Rigid Surface) H=H1 DESC.= D4 SEQ= 961737 PLT.TYP:WAVE DESIGN CRIT-FBC2014RESRPI-2007F7/RT=20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750 ryryyyppRNN��Np' THU ES RFQUIREEXTRFME CARE IN HAIMCIN INSTALLING ANU REFERITO B ' CSI BUILDING COMPONENT SAFETY INFORMATION),ORMATION PUB Kx^",r`''+•a, ),AND WTCA(WOOD BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF /r LN,MADISON,WI 537 218 NORTH LEE 19)FOR SASUITE FETY PRACTICES PRIOR TO PERFORMING FUNCTIONS. UNLESSD TRUSS COUNCIL OF IOTHERW SE 6300 ENTERPRISE TC DL 15.Opsf ypc.<�„::,....�•.:o•.:Lx%>'_-�.....:.:......�:�.n INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A P DATE 01-27-2017 1t^.rp�'�3.y,•97!�a� PROPERLY ATTACHED RIGID CEILING. "IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRW G INC.,SHALL NOT BE% k'1 !�•�<_ ___ - CONFORMANCE WITH ETPPOOR FABRICATIONSIBLE FOR NG.HANDLING,SHIPPINDEVIATION FROM G,INSTALLING 8 BS DESIGN;ANY RACING NGILURE TOF TRUSSES.O BUILD THE TDESIGN BC LL O.Opsf CM CONFORMS WITH APPLICBLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR ”, ""�?'� 1 •�""' —;� PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO p O/A LEN. 1 sDBDD SIM SSC(R�4%s`-'338^� EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY TOT.LD. 55.0 Sf 2Z D1.i 15 19 TMEi) DRAWING INDICATES ACCEPTANCE OF INSPECTION OF PLATES FOLLOWED BYPROF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THSHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON E TRUSS COMPONENT a22[4^f.t1d..1&1.,iTs''�iF� DUR.FAC. 1.25 JOB#:17HS009 iJSti?Aa�7.S _%CW,F 33&54 DESIGN NSHOWN. NERTHE SUITABILITY AND SEC.2.OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE HIPM