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Home My WebLink AboutBLDG1310-0080-TrussesFLORIDA QUAL= TRUSS I�1.--' �`�—,. E� ' P_t ('$) 975-33Z4 PAxr 614) 9?zr-li9 O lett l.'Xt C t !(SL% i 17-V tt 11OL\if A O =ACM la- 33064 !PROJECT NAIVE AND ADDRES-S: f" City 1 County CONTRACTOR / BUILDER: MODEL: / Elevation: >,sCi REVIEWEDprQQ9.474: REVIEWED, CORRECTIONS NOTED REVISE AND RESUBMIT NOT APPROVED tiat Checking is only for conformance with the design concept of the . Protect and compl ance with the information given in the Con!ri_t DAcurputs� t of j§_rcesponsible tor airr�ensions to be ccn- FLORIDAf ria id blob site, for information tat perta r.s solely to the fabrication processes or to techniques of construction, 3635 PARK ,aR�1gr rici ti n of rne,, .r of all trades. I,�. POMPANOBliIEACH `1�YL�L, 33064 `:'_�. , : kiU�JD DATE: E MAIL : FLu t t_ursLLuuu t rt.tvt t )%.13 • PARKLAND GOLF & C.C. 5,40E120 ---rgA-p1710 AM L - PARKLAND BROWARD TOLL BROTHERS, INC. Lot / Block . 675,1) Job #/3#534/—P- certify —F ce rmss that the sn ineei ing for t.—.. '4 1 -es listed on the TRted sealed index sheei have been desi�i :iii and Fele. for c^ompuanc a SI:'" n the Florida Building Code 2010_ The trusses have been designed ID pr -.N wind and forces as uh following isi ns: .TRUSS LOADING CONDITIONS • ROOFTRUSSES :TOP RDLIVE LOAD TDP DEAD LOAD iOiTOMCC`_! 0RDi sVEL0Ar_ SaFTOM ORD DED LOAD TOTAL LOAD: DURATION FACTLR- xpcSuure ^./aiego f: thea Rq e" Hei€ctri.. 'FL COR TRUSSES 30.Opsf.-c? cHoRD: ELSD- 15.0psf ..... :TOP CHORTI DEPD LOAD • 0.0: BOTTOM �: ;ORD r E zn.a.271 - tO.Opsf Bo -FT c 55.0 p sf TOTAL 1.25 170 MPH ASCE ;-.v C-1( /6— / !computer Program AL:=f}`E 40.0psf 20.0psf 0.0 5.Op 65.0psf I 1.00 Attached is a index sheet submitted in accordance with Florida State 61G15-31.003. The Pages numbered ...A / thru.44.are photocopies of the original designed and approved by me. As wittriess by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and belief. A-YEKTA KAVASOGLU, P.E FL. REG.#41310 6500 W.RODGERS CIRCLE #6000 BOCA RATON, FL 33487 - N DEC 1. 8 2013 • Hill, 11 . ,,\‘‘ ,,-3 --vvvo ,,,, ‘ ‘31- ./- .•:„ - ?% 4r ,,• ‘7f rio xi ..-: l'- % 0.. tr- : ELOZ 9 1. 330 = = = ... 1 .... ..• .. s. ▪ i ..• - • ... l'", ") • . .,? ‘ i , -I 1,,, ),, • ...\s'I 300-.'. ,4 fr )1*.; ‘4 / 1 • 0‘ i 1119,41;-;„,.;v•t` TOOZ 4 1 -J84 I 96i 1 TT TI a, -_-_,i, i j. 07,11 I u "01 .0iz 1 :l. I- i -61 1 17 I ,/741 -9E , 2911 Ii 1 =if' ____. i 7LI- I i 1 '911 j -91.1 i , -ci 1 57-21. I TJE -,-, .,_ -9.1 -, i 'ss V =114 -1 I 1 -VE- -cl-1- ii 714- i i 'EL j _.i..: •-- i "EE 'Zi j a.--1 -7.F.- 1 , 114 I 1 , -LI 1 , 1 'Du I , i -pi I , -RIP 1 •13r4 1 0._. 1 _ : I -31 Tsz •.• Vi 1 -29. -'lPp•aW If1ij { L.l • II I,I1 1 -N52r1l%f3-§S4t,t!t4II...:iV -I.I i , II:i1 1 ;11 -- .1 6171 1 1 wj I- 1 • l• '-Sk: 1 '0 1 WI - 1r24 I OI 'D SST& 1 1 4 11 '7--'I-.-.-.E7--•-f6-8v:74-it --M•..€e01- rk-ps91-.t_-p-iy-fr,_••,q99P,4p-,g _ _ , ; I 'i Iii1 i —91637-1---.-d--dJ-d--i.-JdJ 6-O4GO.L0ofi1-N1- I11 ! I1 I I g1 (-i- 1504L_I p -t 911 1 I. [hi 1 -9-i 'CI - 79. 1 1 it I Os .Jlo1 91 .9i90 1 •1 SI IJlo 1 11 -Cri iSP& > i t I I hr_:ns _ a ys• IFE. cseurC�ategoa f: !MnMeaR Height z \�. FLORIDA QUALITY TRUSS TEL: (ISO 91.5-3314 YAM (954) 97-9O ltt raxt ct tasty tLYR 1•UAJ2ANO !f tSA CU. ii. 33661 PROJECT INtAME AND ADDRESS: City / County CONTRACTOR 1 BUILDER: MODEL: / Elevation: FLORIDA QUALITY TRUSS 3635 PARK CENTRAL BLVD. NORTH POMPANO BEACH FL, 33064 E MAIL : FLQT@BELLSOUTH.NET PARKLAND GOLF & C.C. S V2E o —T% -917"1© Al /— PARKLAND BROWARD TOLL BROTHERS, INC. Lot / Block . 675- j .job #/3ks 341 -F - STAT EN L: lsic.. ; s that the is s iina for frusses Sec: on tie- aita-! ied sealed index have d irn :d and checked for corriprrans; with the Florida Building Code 2010. The fusses have been designed p )Vide isie to wind and forces as requir by the followino visions: -TRUSS LOADING CONDITION3 • tiROOF TRUSSES .TOPRDUVELOAD 70P DEAD LOAD 430T. TOM t=4,1-1.1 LIVE LOAD" iBOE OM CHORD LOA.D TOTAL LOAD: DURATION FAG OR: 30.0psf 15.0psf • 0.0: 0.0psf 55.Opsf 1.25 ASCE 7-10 • c --II '�'i3 Computer "t.:s€3Te!"- =35�.-� for design: ;F OOR TRUSSES TOP CHORD LIVE LOAD 'TOP CHOW: DED LOA. :Rv•TOMf r R !sirfl-An • !BOTTOM CHORD DEAD LOAD TOTAL LOAD: DLI A T •.ON FACTOR- , 170 MPH ALP fNE • 40.0eaf- - 20.Opsf 0.0 - y_ 5.0pt 65.0psf 1.0c - Attached is a index sheet submitted in accordance with Florida State 61G15-31.003. The Pages numbered .../ -/ thru..41..are photocopies of the original designed and approved by me. As wittness by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and belief. A.YEKTA KAVASOGLU, P.E FL. REG.1441310 6500 W.RODGERS CIRCLE 46000 BOCA RATON, FL 33487- NO. TRUSi '..D. 1 - I r I ot IF ) i -02- IF z - I 03. 1F-.3 i i - - . 1 F -S 1 07JJ7 ! 47.. 1 08- 1 F r 1 48. i 09.1r-5 1 49. I 10-1F-10 1 50. 11- 1 P )1 1 0- s.--4 . . , 12- 1-- 2- 1 52_ . 1 13- 1F--.)---.3 I 53. 1 - 14. 1 r_G-- v4.. L15. 1/1t6 1 t g. 56_ 1 -17- 1 W Cr- 1 I57. I -58. I 1 19. 1 cm_ 6- 1 59. 1 I-- 20- 1 C-.5 G- 1 60. 1 1 21. I) 1- L 61. 1 1,..-.2_ i 1 23. 1 a:-,2 „: L133.2 4. 1ped- . I ' _ . i 1 1 1 2 . c 5. 1 D • i• to_ i . I-�•._._. 1:26. 10 C t : 1 i .' 1 27. 1.1)•-•G-- .1• .57. i t 1 28- 1 Et" .4._.63. i 2P,. 1 (;.-2.7G.- 1 I 1.It30- 'IP-,3•i• 7 1 61F - i 132 3•.. . i /.- p ; 1 . 72 . ; _ t . - . . I ! 74. ; i 3-5- 1 -1- 2- - D I -. 1 35. 1 -6 5-5 - --7, = I i 33. T4.6 , ...... 1 - 39.1-1 1,-- 1 79. 1 '40. 1 c -7- :1 '80. NO. 7174 tQS I.D. 1 NO. 1 TRUSSLD. 1 r I Ta1S-S- In. 1 1 1 t i t i Li i 1[.11n..I21. i 1 .81. 11 -33= I i I 23.1 [.84.1 1 124. I 1 35_ 1 H25. 1 1 . 86. 1 1 126. 1 1 87. 1 1 127. 1 1 88. 1 1. 128. 1 ! .E0. 1 I 9G- 1 t li30. 1 1 91_ 1 'O 1 . 92.r 132_ 1 m. 1- 1 94. 1 1134. 1 '9,k 1 _ f.. 135. 1136. 1 97- t i 137. I 9...8. ' -as. 1 QG .133.1 I . 4...Min 100. 1 44p. i 411. 1 .441. 1 1 102- t ;711-42.- 1 10-3. 1 ;.1143. 1 . 1 IM- 1 t=f44- i i 107. Fri.46. 1 r114--5. ral w. 1 i qv& 1 I 1148. 1 L09; 1 1 149. 1 • 1110. 1 1150. 1 . 111. 1 1 151. 112. 1 !r- 1 113. 1 1 lS.3.. E -r. e 1 i A 1 1154. 1 115. 1 1 155. I 115. 1 11,.1 1 56. ,._. 11 5t. 1 113. 1-1158. -!_ 119. r1;5. -1 1120. 1 ia. 1 - 1 41. A- 7 43. 44. 46. 1 CIRCLE Ga Ei _ 337 INO. 83: 164- 1 1165. 1i16. 1 167. 1168. 1169. 1 170. 1 1.71_ 172_ 1 1 73. 1174. 1176. 1 W5. TT 1178. 1 1 -160_. 1181. 1182. J13. 118 1185. .1186t kg. t188 11&9_ 1 1190. 1191. 1192. 1 1.93. 1„9„,g. 1195. 11-1%. 1197. 11 98. 1199. 1200. 1 - 1 1 Florida Quality Truss - Customer Information: Name: TOLL BROTHERS - PAR Address: City, State, Zip: Salesman: PAUL BRANCALEONE Designer: CRAIG MARTIN Seq. Qty Span Num. 2 3 4 5 6 7 8 9 10 11 12 6 22-02-08 F1 6 19-00-12 F2 1 9 17-10-15 F3 15-10-15 F4 17-01-08 F5 16-02-13 F6 15-01-08 F7 14-02-13 F8 13-06-12 F9 02-10-00 F10 1 01-03-00 F11 Main Office:772-545-3950 Alt. Ph: - Fax:1-772-545-3690 Contact: Fill in later Notes: Description 138.6 lbs. each Engineering -List Job #: 13HS341F Date: 12/12/2013 Project Information: Name: SAVIERO - TRADITIONAL- LOT 59d FL LW RF Address: LOT 59d City, State, Zip: PARKLAND, FL 106 4 lbs each ami/�J 100.8 lbs. each II\1/I f/\171 100.8 lbs. each 96.6 lbs each 100 8 lbs each 95.20 lbs each 85 4 lbs. each 82 60 lbs each 23 80 lbs each 19.60 lbs. each 21-11-08 FG2 2 -Ply 576 8 lbs each 13 1 14-05-12 FG3 2 -Ply 285 6 lbs each 14 1 06-07-04 FG4 2 -Ply 134 4 lbs each ct Page 1 of 3 Slope TC/BC 0.00 0.00 0 / 0 0.00 0.00 O / 0 0.00 0.00 O / 0 0.00 0.00 0 / 0 0.00 0.00 0 / 0 0.00 0.00 0 / 0 0.00 0.00 0 / 0 0.00 0.00 O / 0 0.00 0.00 O / 0 0.00 0.00 0 / 0 0.00 0.00 0 / 0 0.00 0.00 2x6 / 2x6 0.00 0.00 2x4 / 2x4 OH - L OH - R Loading: CANT -L CANT -R 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Region: Broward TC BC LL 40 0 DL 20 5 Engineering List STUB -L STUB -R 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-09-00 00-00-00 00-Q0z1:10_ . 00-00110 00-00-00 00-00-o0'j 00-00-00- 01-06-00 Height 01-06-00 01-06-00 01-06-00 01-06-00 00-00-00 00 -CJ -0-J 00-00-0Q - _ 00-00-00 00-00-00j - .00-00.00- 01-06-00 00-00-00 00-00-001 00-00-09 - 00-00-00 00-09-09 - - 00-00-00 j _ 01-06-00 00-00-00 00-001)0 - oo-oo-t1G 00-00-00 00-00-00 00-00-QQ 1_ 1-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 0.00 0.00 00-00-00 00-00-00 00-00-00 2x4 / 2x4 00-00-00 00-00-02 00-00-00 01-06-00 01-06-00 01-06-00 01-06-00 01-06-00 01-03-00 Seq. Num. Qty Span Description Truss 15 1 48-00-08 A1G 2 -Ply 1358 Ibs. each 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 1 48-00-08 A2 324 1 Ibs. each a-� 71�f\I717i�� 1 42-00-08 WG1 3 -Ply 5809 Ibs each 1 24-02-12 FG1 2 -Ply 571.2 Ibs_ each 1 20-05-12 C4G 2 -Ply 492.8 Ibs. each 1 20-08-00 C5G 1 15-01-12 D1 1 15-01-12 D2 1 15-01-12 D3 1 15-01-12 D4 1 15-01-12 D5 1 15-04-00 D6 1 15-04-00 D7G 7 10-09-00 El 1 10-02-00 G2G 15 07-00-00 EJ7 5 07-00-00 EJ7B 1 07-00-00 EJ7D 10 05-00-00 EJ5 2 04-10-00 EJ48A 35 2 02-05-11 J25 36 2 05-05-10 BJ56 I -w 105.0 Ibs each �� a 88 20 lbs. each 78 4 Ibs. each 79 8 Ibs. each 74.20 Ibs each g..,=1. 72.80 Ibs each 88.2 Ibs. each =1 102.2 Ibs each 57 40 Ibs each 63.00 lbs. each 26.60 Ibs. each 32.20 Ibs. each 36 40 Ibs each e= 19 6 Ibs each 23.80 Ibs. each 14.00 Ibs. each 26 60 Ibs each Page 2 of 3 Slope TC/BC 5.00 0.00 2x6 / 2x6 5.00 0.00 2x6 / 2x6 0.00 0.00 2x4 / 2x6 0.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-04-00 00-05-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-05-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-09-00 I 01-04-00 00-00-00 00-00:00 L 03-04-06 01-04-00 00-G0-4)-.00-00-0.1. 01-04-00 00-Q0:09_ 00-00.00 _ 02-06-06 01-04-00 00-00-G3, 00-00-03_ _ 01-04-00 00-05'09' - 00-00-00- -04-11-15 00-00-00 00-00-00 00-00-00_ Height 03-05-03 04-03-03 10-02-12 02-00-00 02-10-14 02-07-03 05-00-14 04-02-14 03-04-14 03-08-09 03-08-09 01-04-00 00-09-00 - 00-00-00.: -02-07-03 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-30 ' "03-05-03 00-00-00 00-00-00 00-00-00 5.00 0.00 01-04-00 00-00-00 00-00-00 2x4 / 2x4 00-00-00 00-00-00 00-00-00 03-05-03 5.00 0.00 01-04-00 00-00-00 00-00-00 03-01-00 2x4 / 2x4 00-00-00 00-00-00 00-00-00 5.00 0.00 01-04-00 00-00-00 00-00-00 02-07-03 2x4 / 2x4 00-00-00 00-00-00 00-00-00 5-00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 4.39 0.00 01-05-13 00-00-00 2x4 / 2x4 00-00-00 00-00-00 00-00-00 00-00-00 02-06-06 01-06-09 02-06-01 Seq. Num. 37 38 39 40 41 42 43 44 Qty Span Description Truss 2 02-08-02 BJ28 2 04-06-13 J46 2 03-03-10 J34 2 05-00-00 CJ5 8 03-00-00 CJ3 8 01-00-00 CJ1 1 09-10-01 HJ7 3 07-00-02 HJ5 Trusses: 126.00 14.00 Ibs. each 23.80 Ibs. each 21 lbs each 19.6 Ibs each L 14.00 Ibs. each 8.4 Ibs. each 46.2 Ibs. each r 28 Ibs each Page 3 of 3 Slope TC/BC 4.39 0.00 2x4 / 2x4 4.58 0.00 2x4 / 2x4 4.58 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 Engineering List OH - L CANT -L STUB -L Height OH - R CANT -R STUB -R 01-05-13 00-00-00 00-00-00 01-05-14 00-00-00 00-00-00 00-00-00 01-05-07 00-00-00 00-00-00 02-03-02 00-00-00 00-00-00 00-00-00 01-05-07 00-00-00 00-00-00 01-09-05 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 02-07-03 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-09-03 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-11-03 00-00-00 00-00-00 00-00-00 01-10-10 00-05-09 00-00-00 03-05-00 00-00-00 00-00-00 00-00-00 01-10-10 00-00-00 00-00-00 02-07-00 00-00-00 00-00-00 00-00-00 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F1 Top chord 4x2 SP #1 Dense -138 Bo) chord 4x2 SP #1 Dense -13B :B2 4x2 SP SS -13B: Webs 4x2 SP #3-13B :W4, W17 4x2 SP #2 N -13B: Lumber grades designated with "138" use design values approved 1/30/2013 by'ALSC Special loads -----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 120 plf at 0.13 to 120 plf at 22.08 BC- From 10 plf at 0.00 to 10 plf at 22.21 BC- 100.00 Ib Conc. Load at 10.10,12.10 =1X4( 11 DESC. = F1 PLT. TYP -WAVE 4X10 1112X4 =4X8 1117X6 =4X5 =5X14 W=H0310 1112X4 3X4 = 3X10 Irc R=1529# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS I . YT~ I TEL: (954) 975.3384 FAN: (934) 976-8980 3120 N.W. 16th TERRACE PC)MPANC) BEACH, FL 33064 THIS DWG, PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.46" DL: 0.60" recommended camber 3/4" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 4X8 =4X5 1117X6 W=3X4 4 4 4 4 1 4 4 4. 4 I 4 4 4 1112X4 =4X10 1112X4 =3X10 =5X14 22'2-1/2" R=1529# W=7-1/4" (Rigid Surface) DESIGN CRR•FBC1OENHZAES/TPI-2007FTFRT•12h(0%Y 1(0) QTY= 6 TOTAL= 6 "WA JINQ4• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSI ALLIN(i ANU BRAGING. REFER TOBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 201161160A (W,H/SS/K) ASTM A653 GRADE 40160 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669762 SCALE =0.2500 1 REF DATE 12-12-2013 1 DRWG O/A LEN. 220208 JOB #: 13HS341F TYPE SY42 CM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F2 Top chord 4x2 SP #1 Dense -13B :T2 4x2 SP #2 N-130: Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-1313 :W4 4x2 SP #2 N -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 1 X4( =4X8 �— 2'6" 1112X4 =3X6 1112X4 3X4 I0 R=1232# W=7-1/4" (Rigid Surface) DESC. = F2 PLT TYP-WAVE FLORIDA QUALITY TRUSS (954) 975-3384 TAX: (054) 978-8980 3120 N. W. 160h TERRACE. 1)O1%MPANU BEACH, FL 33064 =4X12 W=H0310 3X5 1112X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.32" DL: 0.41" recommended camber 1/2" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 3X5 W=3X4 1112X4 1112X4 =4X8 =3X4 19'0-3/4" DESIGN iGRoN IT.FBCIOFHZRES/TP1-2007 FT/RT•12%(0%)/ 1(0) QTY= 6 TOTAL= 6 REFER.1 d CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, Nv. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 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 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. =4X10 =1 X4(R) 4)15 R=1216# W=3-1/2" (Rigid Surface) SEQ = 669763 REV. 12.03.03.0225.15 SCALE =0.3750 TC LL 40.Opsf REF TC DL 20.Opsf DATE 12-12-2013 BC DL 5.Opsf DRWG BC LL 0.Opsf CM TOT.LD. 65.Opsf O/A LEN. 190012 DUR.FAC. 1.00 JOB #: 131-IS341 F SPACING 24.0" TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F4 Top chord 4x2 SP #2 N -13B Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC DESC. = F4 PLT. TYP-WAVE F 2'6"� THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations Max JT VERT DEFL: LL: 0.26" DL: 0,31" recommended camber 3/8" Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1 50. Truss must be installed as shown with top chord up. H R=1025# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 16(h TERRACE 1'OMI'ANU REACH, EL 33064 4 . 4 . 1 4 4 �. 4 . 4444 r 4 4 DESIGN yyg�CCRIT FBC10FNHZRES1PF2007FT/RT=12%(0%)/ 1(0) QTY= 1 TOTAL= 1 REKEF2 CARE IN FABRICATING, HANDLING, SHIPPING, INS1 ALLING ANL) BRACING, TO BCSI (BUILDING COMPONENT SAFETY I FN INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI, ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PERANSI/TPI 1 SEC. 2 4 444 44 4 4. 44 4 4 4 4 I II 4 4 4 4 4 . 4 .3X5 =4X6 R=1023# W=4-1/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.Opsf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" T 1 SEQ = 669765 SCALE =0.5000 1 REF DATE 1 DRWG O/A LEN. 12-12-2013 CM 151015 JOB #: 13HS341F TYPE SY42 Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / F5 Top chord 4x2 SP #1 Dense -13B :T2 4x2 SP #2 N-138: Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-138 Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC T ZD 1 DESC. = F5 PLT TYP.-WAVE Hs- 2'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.23" DL: 0.31" recommended camber 3/8" Deflection meets U360 live and U240 total load. Creep Increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 4 4 . . . . . 4 4 . 4 4 . 4 4 4 4 4 . . 4 4 . . 4 . . . 4 4 4 . 4 4 . 4 r I 41� R=1106# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954)975.3384 FAX: (954) 978-9980 3120 N. W. 16th TERRACE POMPANO OEACII, PL 33064 IN FABRICA ING, HANDLING, SHIPPING, INSTALLING AND �yDyESSIIGNNICCRIT"FBCIOFNHZRES/TP1-2007FT/RT"12%(OXY I/O) QTY= 1 TOTAL= 1 N" I RUSSES REQUIRE EXTREMEREFER TO SCSI (BUILDING COMPONENT SA ETYARE I FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 R=1090# W=3-3/16" (Rigid Surface) SEQ = 669766 REV. 12.03.03.0225.15 SCALE =0.3750 TC LL 40.Opsf I REF TC DL 20.Opsf I DATE 12-12-2013 BC DL 5.Opsf I DRWG BC LL O.Opsf CM TOT.LD. 65.Opsf O/A LEN. 170108 DUR.FAC. 1.00 JOB #: 13HS341F SPACING 24.0" TYPE SY42 Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / F6 Top chord 4x2 SP #1 Dense -13B Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC T <0 1 DESC. = F6 PLT TYP.-WAVE 1X4( =4X8 —2'6"—H II 2X4 =3X4 1112X4 1112X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.23" DL: 0.31" recommended camber 3/8" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. . 4 . 4 4 . . . 4 4 . I ' 4 . 4 4 4 4 . 4 4 4 4 . . .. 3X6 4 . 44 . . . 4 • . . . 1113X5(R) 1112X4 73X4 l0 R=1048# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS '1 EL: (954) 975-3384 FAX, (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =4X10 W=3X5 162-13/16" SHIPPING, INSTALLINC; AND *RIM HIRESR)/ P1-2007FT/RT•12%(O%1(0) QTY= 1 TOTAL= 1 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHEDig" TRUSSES REQUIRE EXTREME CARE IN FABRICATING,LING, BY TPI (TRUSS PLATENS TUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF MS (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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 1112(4 1X4(R) R=1032# W=4-15/16" (Rigid Surface) REV. 12.03.03.0 225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf • BC LL 0.Opsf TOT.LD. 65.0psf DUR.FAC. 1 .00 SPACING 24.0" r. SEQ = 669767 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 160213 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / F7 Top chord 4x2 SP #1 Dense -13B :T2 4x2 SP #2 N-) 3B: Bot chord 4x2 SP #1 Dense -138 Webs 4x2 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 1 DESC. = F7 PLT. TYP.-WAVE F 2'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.21" DL: 0.25" recommended camber 1/4" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 3X4 I ` R=977# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS TM: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 160h TERRACE POMPANO BEACH, FL 33064 15'1-1/2" " " 4 4 " 44 4 4 4 " * 4 4 4 , . 4 " " 4 4 " 4 " 4 " " " r .4 4. 4 4 4 4 4 4 I 4 I 1 t " 1" " t "41 " SHIPPING, INSTALLING AND �yDESSIIG(NN CRIT"FBC10HVHZRESRPF2007 FT/RT"12%(0057(0) QTY= 1 TOTAL= 1 •ii TRUSSES REQUIREREFER T6 BCSI (BUILDING COMPO ENTIREME SA ETYARE IN ORMAIN TION), PUBLISHEDLING, BY TPI (TRUSS PLATENS TUTE,BfiA(.ING. 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI)TPI 1 SEC, 2, 5 1111X4 1X4(R),J-- 3XE1 R=960# W=5-11/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.Opsf BC DL 5.Opsf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669768 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 150108 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F8 Top chord 4x2 SP #1 Dense -13B Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 3X8 1111X4 T DESC. = F8 PLT. TYP;WAVE 2'6" 3X4 ,,'}X4 0 H' R=918# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS rI/L: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 16th TERRACE. POMPANO TIEACH, FL 33064 =4X10 1111X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.15" DL: 0.21" recommended camber 1/4" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 4 4 4 4 t 4. 4 4 4 4 4 4 4 1 4 4 4 t I 1 4 t 4 4 t t 4 4 4 4 1 t 4 • t 4 t 4 4 44 44 t 4 t t 4 4 4 4 4 t t 4 I 1 I 41 I t 1 1 141 . 4 14'2-13/16" DESIGN CRR•FSG10FUNZRESPIPI-2007 FT/R1,12%10%y 1(0) QTY= 1 TOTAL= 1 REFER TO $CSI (BUILDING COMPONENT SA ETY NFORMATION), PUBLISHED BY TPI (TRUSS,PLATE NSTITUTE,BRA(.ING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SURABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 1112X4 1X4(R) R=902# W=4-15/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.Opsf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669769 SCALE =0.5000 1 REF 1 DATE 12-12-2013 DRWG O/A LEN. CM 140213 JOB #: 13HS341F TYPE SY42 Job(13HS341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF / F9 Top chord 4x2 SP #2 N -13B Bot chord 4x2 SP #2 14-138 Webs 4x2 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 1 1 DESC. = F9 PLT TYP.-WAVE 1X4(R) 2'6" 3X8 1112X4 ==--3X4 . -"1111%44144441444‘_ c H R=875# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS rI•:L! (954) 975-3384 1"A X, (954) 978-8980 3120 N.W. 16th TERRACE PUhLPANO BEACH, PL 33064 =3X10 1111X4 13'6-3/4" 1111X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT + 2x6 continuous strongback. See detail STRBRIBR0211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.14" DL: 0.21" recommended camber 1/4" Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 1 4 4 11 4 44 4 4 .' 4 4 4 4 4 14 14 4 4 4444 4 4 1 4 4 4 4 3X5 • 4 4. 4. .11 4 4 1113X5(R) 1111X4 DESIGNCR(r=FBC10HNHZRES/TP42007 FT/RT•12%(0%N1(0) QTY= 9 TOTAL= 9 MPN TRUSSES REQUIRE EX1 REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRAGING. .TO�CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC, 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 R=858# W=3-1/2" (Rigid Surface) SEQ = 669770 REV. 12.03.03.0225.15 SCALE =0.5000 TC LL 40.Opsf I REF TC DL 20.0psf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" 1 DATE 12-12-2013 1 DRWG CM O/A LEN. 130612 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F10 Top chord 4x2 SP #2 N -13B Bot chord 4x2 SP #2 N -13B Webs 4x2 SP #3-13B THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Deflection meets 11360 live and U240 total load. Creep increase factor for dead load is 1.50 Truss must be installed as shown with top chord up. Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 77 io DESC. = F10 PLT. TYP.-WAVE 3X4 • 1 • 4 r 4 4 t 4 4 4 I d 4 4 4 t 4 4 4 • 1112X4 FLORIDA QUALITY TRUSS 'I'cl. (954) 97.5-33))4 FAX: (954) 978—R980 3120 N.W. 16th TERRACE POMPANO BEACH, EL 33064 R=130pIf W=210" (Rigid Surface) DESIGN CRIT.FBC101-1VHZRES/TP1.2007 FT/RT•12%(0%)/ 1(0) QTY= 1 TOTAL= 1 ••yyppNIN • TRUSSES REOUIKE EXTREME CARL IN FABRICA 1TNG, HANDLING, SHIPPING, INSI ALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 t t • r 4 t • 4 1 1 4 4 1 4 4 411 44 4 i REV. 12.03.03.0 225.15 TC LL 40.Opsf TC DL 20.Opsf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669771 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 21000 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F11 Top chord 4x2 SP #2 N-138 Bot chord 4x2 SP #2 N -13B Webs 4x2 SP #3-13B Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Special loads ----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 138 plf at 0.00 to 138 plf at 1.25 8C- From 10 plf at 0.00 to 10 plf at 1.25 TC- 353.00 Ib Conc. Load at 0.75 Wind loads based on MWFRS with additional CBC member design & reactions. 1112X4 1'3" R=210# U=65# H = H1 DESC. = F11 PLT .TYP.-WAVE •. ii FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W, 16d) TERRACE TION1FADt0 BEACH, FL 33064 3X4 >(X R=328# U=83# H = H2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=3.0 psf. GCpi(+/-)=0.18 (H1) = (J) Hanger not calculated (2)2x6 SP SS supporting member. (H2) = (J) Hanger not calculated (2)2x6 SP SS supporting member. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shgwn with Vp chord•up. r All wind IoadIcasesph this truls'nale1,1.93 d4tion fdcjor. 4 4 4 4 4 4 . 4 MWFRS log's based on trusses located at least 7.50 ft. from roof edge. 4 1 4 4 1 4 4 DESS(IGNNICCRfl FBC101NHZRES/TP1-2007FT/RT.12%(0%01(0) QTY= 1 TOTAL= 1 vITRUSSES REQUIRE EX I REMEIN FABRICATING, HANDLING, SHIPPING, INSTALLING AND REFER TO SCSI (BUILDING COMPONENT SA ETYAI FORMATION), PUBLISHED BY TPI (TRUSS PLATENS TUTE,BHA(.ING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 4 4 r1 1 r 1 ;4 1 4 1 1 • REV. 12.03.03.0225.15 TC LL 40.Opsf TC DL 20.0psf BC DL 5.Opsf BC LL 0.0psf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669772 SCALE =1.0000 1 REF 1 DATE DRWG O/A LEN. JOB #: 13HS341F TYPE SY42 12-12-2013 CM 10300 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / FG2 Top chord 2x6 SP SS -13B Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :W1, W18 2x6 SP SS -13B: :W13, W17 2x4 SP #2 N -13B: :W 15 2x4 SP #1 Dense -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 120 plf at 0.00 to 120 plf at 9.31 TC- From 248 plf at 9.31 to 248 plf at 10.81 TC- From 463 plf at 10.81 to 463 plf at 21.96 BC- From 10 plf at 0.46 to 10 plf at 21.50 TC- 767.00 Ib Conc. Load at 9.81 PLB- 327.84 Ib Conc. Load at ( 9.67, 9.37) The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 1 W1 -.5X8 8X12 11 1221 =6X10 H0710 R=2076# U=457# W=5-3/4" (Rigid Surface) DESC. = FG2 PLT. TYP-WAVE II FLORIDA QUALITY TRUSS L 1` ,. '1 'FEL; (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16th TERR ACT. POMPANO BEACH, FL 33064 =4X6 =7X6 =4X6 0 lag =H0710 =3X4 3X4 =3X10 21'11-1/2" THIS DWG, PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min, nails Top Chord: 1 Row @ 4.50" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. All plates are.1X1 2 except as r!Jled.' ' I ' 170 mph win(, 15.0' it mean hJt, AZ'CE 7-'10, CI.OSED b'dg, Located anywhere in roof, RISK CAT 11, EXP C, vend TC DL=6 0 psf, wind BC OL=3.0 psf. GC11(+/-)=3.1 L ' ' Wind loads and reactions based on MWFRS. Deflection meets US61, live atld M/24tt total load! Creep Increase factor for dead load is 1.50. Truss must be insta11,eL as shown witf, top chdrd All wind load cases on this tress have e'1'.33 ciuiation factor. =8X12 =5X8 tar+ - W18 1////1 =H07110 R=2740pIf U=359p1f W=21-3/4" (Rigid Surface) DESIGN 1 CRIT FBC10HVHZRES/TP1-2007FT)RT=20%(0%W 1(0) QTY= 1 PLIES= 2 TOTAL= 2 mR�TO-SCSI (BUILDING COMPONENT SAFETY IARE FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,IN FABRICATING, HANDLING, SHIPPING, INS1 ALUM; ANDBHA(.IN(a 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI, ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THI$ COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.Opsf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669774 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 211108 JOB #: 13HS341F TYPE FLAT Job:(13HS341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / FG3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP #1 Dense -138 Bot chord 2x4 SP SS -13B Webs 2x4 SP #3-13B :W1, W10 2x6 SP SS -13B: :W2, W9 2x4 SP #1 Dense -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 428 plf at 0.00 to 428 plf at 3.81 TC- From 248 plf at 3.81 to 248 plf at 5.81 TC- From 521 plf at 5.81 to 521 plf at 14.48 BC- From 10 plf at 0.00 to 10 plf at 14.48 TC- 650.00 Ib Conc. Load at 4.81 Truss must be installed as shown with top chord up. All wind load cases on this truss have a 1.33 duration factor. DESC. = FG3 PLT. TYP: WAVE 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nailst Top Chord: 1 Row @ 4.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 170 mph wind, 1§10 ft ritdap hgt, 9S 7,0101 CLOS& bldg!Hint located within 9.00 ft from roof edge, RISK CAT Il, EXP C, wind TC DL=6.0 pse, wind DI_=3.0 Nsf.CCpi(a=)=0!:8 t t • • t t 4 Wind loads base/ leri MARRS with•additio'nali)&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 440 •IPtalioad. Creep y,crease factor for dead load is 1.50. The TC of this truss shall ee bracee 4 attached 43ns,at 24" OC in lieu of structural sheathing t t . 1 1 1 1 MWFRS loads based on trusses located at least 15.00 ft. from roof edge. =4X12 =4X8 1112X4 1112X4 =4X8 =4X12 13X6 R=3606# U=428# W=5-3/4" (Rigid Surface) FLORIDA QUALITY TRUSS Y'LL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO OEACII, EL 33064 =4X8 14'5-3/4" DESIGN ��CNNRIT.FBC1014VHZRESRPL2007FT/RT.20%(0%)/1(0) QTY= 1 PLIES= 2 TOTAL= 2 wREFER T °. T RUSSES REQUIRE EXTREME IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND SCSI (BUILD NG COMPONENT SA ETYARE I FORMATION), PUBLISHED BY TPI (TRUSS PLATENS TUTE,BHAGING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/180A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL, APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. =4X10 1113X6 W10 - R=3832# U=428# REV. 12.0 3.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669775 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 140512 JOB #: 13HS341F TYPE FLAT Job:(13HS341F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / FG4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 Webs 2x4 SP #3-138 Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Special loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 4 plf at 0.00 to 4 plf at 6.60 8C- From 10 plf at 0.00 to 10 plf at 6.60 TC- 1023.23 Ib Conc. Load at 2.20 TC- 1153.11 Ib Conc. Load at 5.03 3X4 1 LJ X4 R=310# W=4" (Rigid Surface) DESC. = FG4 PLT .TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3)20 N.W. 16th TERRACE PONtrAS0 BEACH, FL 33064 1112X4 1112X4 =3X4 3'6" 6'7-1/4" 3X4 R=1549# W=4" (Rigid Surface) 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 3.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Bottom chord chef:Qed fgfi(a 00 ps(,noc-concurrent 10a load. 4 0 t .. 4 4 4 Deflection meets 1460 lie and U214 tota{loaaf. Creepncrejs factor for dead load is 1.50. Truss must be ins'tailed as shown with top chord up. The TC of this truss shall bie praceclwitli attiched sgsps at 24" OC in lieu of structural sheathing. t 4 4 4 . . . . . . 4 4 . 1 1 I 1 1 1 1 1 3'1-1/8" DESIGN CRR•FBC101NHZAES/TP42007 FT/RT=20%10%y 1(0) QTY= 1 PLIES= 2 TOTAL= 2 TNIN ** IHUSSI_S H5UUIHt SXI NSMt CAMS IN FASNICA I INS', HANL)LING, SHIPPINS, INS IALLING ANL) bIACING. T CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR , SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2, 3X4 R=410# W=3-13/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669776 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 60704 JOB #: 13HS341F TYPE FLAT Job: (13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / A1G Top chord 2x6 SP SS -13B Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :W4, W15 2x6 SP SS -13B: :W5, W7, W12, W14, W16 2x4 SP #1 Dense -13B: :W8, W9 2x4 SP #2 N -13B: :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at -1.33 to 92 plf at 7.00 TC- From 92 plf at 7.00 to 92 plf at 14.71 TC- From 92 plf at 14.71 to 92 plf at 30.71 TC- From 92 plf at 30.71 to 92 pH at 46.29 TC- From 92 plf at 46.29 to 92 plf at 48.04 BC- From 20 plf at 0.00 to 20 plf at 10.67 BC- From 20 plf at 10.67 to 20 plf at 19.58 BC- From 20 plf at 19.58 to 20 plf at 20.56 BC- From 20 plf at 20.56 to 20 plf at 34.58 BC- From 20 plf at 34.58 to 20 plf at 48.04 -1.29 to 10 plf at -0.10 Load at 7.00 Load at 9.06,21.06,23.06,25.06 .06,35,06,37.06,39.06,41.06,43.06 PLB- From 10 plf at TC- 711.63 Ib Conc. TC- 290.97 Ib Conc. 27.06,29.06,31.06,33 45.06 TC- 252.32 Ib Conc. 19.06 BC- 522.01 Ib Conc. BC- 130.96 Ib Conc. 27.06,29.06,31.06,33 45.06 BC- 137.04 Ib Conc. 19.06 BC- 374.92 Ib Conc. Load at 11.06,13.06,15.06,17.06 Load at 7.00 Load at 9.06,21.06,23.06,25.06 .06,35.06,37.06,39.06,41.06,43.06 Load at 11.06,13.06,15.06,17.06 Load at 47.06 Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non -concurrent live load. 1�2 7 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handlinT,sl rrp t'Fg and installation of trusses. See "WARNING" note below. + MMANECBC + DESC. = A1G PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TE1.: (954) 975-3384 TAX: (954) 97B-$980 3120 N.W. 16th TERRACE POMPANO REACH, FL 33064 T 3'5-3116" i 7E3/16" 4X5(A1) 3 i THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required 15 Nail Schedule:0.128"x3", min. nails ; r Top Chord: 1 Row @ 8.75" o.c. Bol Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4" o.c. spacing of rylils pegnendicularv3nd pa'a'lel to ' grain required in ar� a ovtr Ill ar nge griatPl' han1 4 Negative reaction(S` of -1 21# MAK (Seeheliw) from i non wif,d load case requires uplift connection. (") 3 plate(s)"require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mane hgt, ASCE 740, CLOEBD bldg, not located within 6.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind 13C tL=9.0 pt;f. t3Cpi(+/-)10.11., 4. 44 4 4 4 Right end vertical not expoaed to wind ares5ure. (FI1) = (J) Hanger not calculated (1)2x6 SP SS -13B supporting member. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. AH wind load cases on this truss have a 1.33 duration factor. 16 =4X12 39'3-7/16" 1112X4 12(R) =8X8 =8X12 =3X4 =5X6 =4X8 =4X1 =:X10 WT W1 W1 =4X10 17'11" =I= }►- 8'6-3/4" 8'11" R=-1822# Rw=558# W=3" (Rigid Surface) ��Q �,µ DESIGN CRrr FBCIOHVHZRES/TP42007 FTlRT•20%(0%)/ I/O) QTY= 1 FFNME2#2LT-E$804# 2V=8" •"WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPRMIEIB tLl7Nf3®ND BRACING. REFER 76 BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TROSS PLATE INSTITl1TE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 R1 11 D1NG DESIGNER FEP GNCVTPPI 1 SEC 1113X6(") =8X10 =4X10 r '7X6 1113X W8 =5X6 1113X10 X6 1 2'8-7/16" 3'11-15/16' A 31'3" 48'0-1/2" 27'5-3/4" - I- 8'5-1/2" -H H R=8313# U=3340# W=5" (Rigid Surface) SEQ = 670827 REV. 12.03.03.0225.15 Ri'(ERtB- TC LL 30.0psf 1REP TC DL BC DL BC LL TOT.LD. DUR.FAC. SPACING 15.0psf DATE 10.0psf DRWG 0.0psf 55.0psf 1.25 24.0" 12-12-2013 CM O/A LEN. 480008 JOB #: 13HS341F TYPE COMN Job:(13H8341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF / A2 Top chord 2x6 SP SS -13B Bot chord 2x6 SP SS -130 Webs 2x4 SP #3-13B :W2 2x6 SP SS -13B: :W3 2x4 SP #1 Dense -13B: :W5 2x4 SP #2 N-138: :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Negative reaction(s) of -607# MAX. (See below) from a non -wind load case requires uplift connection. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 6.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Left cantilever is exposed to wind (H1) = (J) Hanger not calculated (1)2x6 SP SS -13B supporting member. (c) 1x4 #3SRB SPF -S or better "T" brace. 80% length of web member. Attach with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. (b) 2x4 #3 or better "1- brace. 80% length of web member. Attach with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. (a) 2x6 #3 or better "1' brace. 80% length of web member. Attach with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. DESC. = A2 PLT. TYP: WAVE Q`1 FLORIDA QUALITY TRUSS TEL: (954) 975-338.4 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 F. — 9' 12 5 4'3.3/16" - =tn6" %3 =4X5(A1) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. t i,a Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. All wind load cases on this truss have a 1.33 duration factor. 4 44 4 t11 4 4 4 4 4 41 1 4 • 4 t 4 4 4 4 t 0 4 4 4 . 4 4 1 1 1 4 0 4 4 .d 4 t 4 t• t 4 .4 44 4 4 4 4 4 4 4 4 t 1 4 t 1 =4X12 -l0710 =BXR W3 35'3-7/16" =7X6 (c) X6 =4X10 37'9-3/16" 1112X' IIIgX6 =4X10 5X6 9'10-5/16" R=400/-607# U=245# RL=180/-121# W=3" (Rigid Surface) R=3708# U=1682# W=11-5/16" (Rigid Surface) DESIGN GRfr•FBC10HVHZAES/TPI.2007 FTIRT"20%(0%x1(0) QTY= 1 TOTAL= 1 •tWARNIN • 'TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TOBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC., SHALL NOT 8E 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,HISS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SE(' 2 48'0-1/2" =7X6 H0714 (6) 2,8 7116' - 4'9.15/16" =4X�=5X6 =4X6 REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" 1 X4 _L R=1940# U=965# H = H1 1 SEQ = 670798 SCALE =0.1009 REF DATE 12-12-2013 DRWG CM O/A LEN. 480008 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / WG1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N -13B :T1, T3, T8 2x4 SP #1 Dense -13B: :T4, T9 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B1 2x6 SP SS -13B: Webs 2x4 SP #3-13B :W1, W17, W44 2x6 SP SS -13B: :W13, W21, W29 2x4 SP #2 N-138: :W16 2x8 SP SS -13B: :W36 2x4 SP SS -13B: :W37 2x4 SP #1 Dense -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 921 pif at 0.00 to 921 pif at 13.75 TC- From 921 plf at 13.75 to 921 pif at 15.38 TC- From 921 plf at 15.38 to 921 pif at 17.90 TC- From 921 pif at 17.90 to 921 plf at 26.19 TC- From 921 plf at 26.19 to 921 ptf at 28.71 TC- From 921 plf at 28.71 to 921 pif at 33.90 TC- From 921 pif at 33.90 to 921 pif at 33.98 TC- From 92 pif at 33.98 to 92 pif at 35.98 TC- From 260 pif at 35.98 to 260 pif at 42.04 BC- From 20 pif at 0.00 to 20 pif at 13.29 BC- From 20 pif at 13.29 to 20 plf at 26.19 BC- From 20 pif at 26.19 to 20 pif at 42.04 TC- 3850.00 Ib Conc. Load at 34.98 BC- 3082,00 Ib Conc. Load at 5.00 (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.41 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 6.50 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 I - 3 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 2.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows andetaggel nails in each row G avoid evlittiny. 4" o.c. spacing of nails PI'rpundiculbr a,1dSimnel to' grain required In alga ovej Beatings itti)attr tyan'4" t tl 1 t ' Full Height Blocki18 reinforcement required to prevent buckling of members over the bearings: bearing 1 located at 0.00' 4 t t t . , 1 Wind loads based on MWfR9 with additional C&C 1,1eM.1er design & reactions. 1 1 1 1 1 Max JT VERT DEFL: LL: 1.21" DL' 0.31" rd„ommerldedcamber 1/2" 4 , , , 4 t I Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads I N N ry 5'2-1/4" (^1 AIISaind load asesron thi7.trus4Thave a 1.33 duration factor. I - - I - a-� I < II 78-1/2" 78-1/2" -b-- 7'4-3/4" �- 15'4-1/2 = I = 13'4" = = 13'4" U { End verticals not exposed to wind pressure. 111 2X4 =5X6 1112X4 1112X4 1112X4 012X4 1112X4 1112X4 1113X4 1112X4 1112X4 1112X4 1112X4 1112X4 1112X4 11I 2X4 1112X4 112 X 4 (a) 62x66 #3 or better "T" brace. 80% length of web member. Attach to each web ply with 16d Box or Gun (0,135"405„-P1in.1)f 1112X4 1112X4 1112X = X6JII2 4_ 1112X4 1112X4J]17Xg 1 1112X4 112v 1112X4 UI2X4�113X5 ' WARNING" A reaction exceeds 20000 lbs. The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. DESC. = WG1 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS• '1'1::L: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 16th TERRACE P[)A(PAN() BEACH(, FL 33064 N IW o 4'31" VI %4X'E 1112X4 \\\H01' 2 x� ' iii: x II (4 ur x� waa 3 H2,44 1112.G1 II 2X' 12:14 =6X10 111X4 1112X" =6X10 1112 b 10 I 112X4 W36 1114X6 4 6 = 3X8 =12X14 13'6-1/4" 13'2-5/8" R=5755# U=1125# W=5-5/16" (Rigid Surface) R=27193# U=1655# W=5" (Rigid Surface) +y0yESS0NNCCRrr.FBC10HVHIRES/rP42007 FT/91,2419m1101 QTY= 1 PLIES= 3 TOTAL= 3 RwEFER II TO SCSI (BUILDING COMPONENTSAFETY INFORMATION), T ING, HANDLING, SHIPPING, INSTALLING AND BRCING. PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC 2 42'0-1/2" 28'6-1/4" 28'2-5/8" it =1 R=9628# U=1155# (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" W=5-5/16" SEQ = 670880 SCALE =0.1185 REF DATE 12-12-2013 DRWG CM O/A LEN. 420008 JOB #: 13HS341F TYPE COMN Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / FG1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :W1, W16 2x6 SP SS -13B: :W2, W4, W13, W15 2x4 SP #2 N -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 230 Of at 0.00 to 230 plf at 6.06 TC- From 10 plf at 6.06 to 10 plf at 24.23 BC- From 10 plf at 0.00 to 10 plf at 24.23 TC- -1822.00 Ib Conc. Load at 7.06 TC- 248.33 Ib Conc. Load at 9.00 TC- 747.62 Ib Conc. Load at 11.00,13.00,15.00,17.00 19.00,21.00,23.00 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Max JT VERT DEFL: LL: -0.38" DL: 0.92" recommended camber 1 1/4" Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. All wind load cases on this truss have a 1.33 duration factor. DESC. = FG1 PLT. TYP-WAVE FLORIDA QUALITY TRUSS • TEL: (954) 973-3384 FAX: (954) 978-8980 3120 N.W.161b TERRACE t'OMI'ANO BEACH, PL 33064 T (V =41(10 2 Complete Trusses Required E5 Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 5.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4 4 1 41 4 444 Truss must be insfa'led an sown 1h 13pthord up. 4 ' 4 4 4 4 44 4 4 4 The TC of this truss; shal`b'e bracedwith ahcved span at 31" i C in lieu of structural sheathing. 44 =3X5 =3XX666 III X4 t'-1 1113X6 R=2594# U=1518# W=1'3-1/4" (Rigid Surface) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 If • 4 4 4 4 4 4 4 DESSIIGNN��CNNR(Iyr•FBCIOHVHZRESRP42007 Fr/RT=20%(0X)/1(0) QTY= 1 PLIES= 2 TOTAL= 2 TREFERINS I ALUM; ANL) . T6 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS SHIPPING, PLATE NSTITUTE,tlHACING 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS(K) ASTM A653 GRADE 40/60 (W,WH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 24'2-3/4" =3X10 3X6 =4X8 =4X10 W16 R=3642# U=1836# W=7-1/2" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 670864 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 240212 JOB #: 13HS341F TYPE FLAT Job'(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C4G Top chord 2x4 SP #2 N -13B :T3 2x4 SP #1 Dense -13B: Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :W2, W9 2x4 SP #1 Dense -13B: :W4 2x4 SP #2 N -13B: :W10 2x6 SP SS -13B: :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 pH at -1.33 to 92 plf at 5.73 TC- From 92 plf at 5.73 to 92 plf at 10.67 TC- From 422 plf at 10.67 to 422 plf at 20.48 BC- From 20 plf at 0.00 to 20 plf at 20.48 PLB- From 10 plf at -1.29 to 10 plf at -0.10 BC- 210.16 Ib Conc. Load at 10.81 12 51/ 5'8-3/4" =4X8 =3X5(A1 I. 6-3/166" G 32(Q 1 I 6-1/4 111H 314(R) R HH 14'9" 1112X4 3X4 =8X12 IDT -1'4-7/8" W4 3X4 20'5-3/4" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min, nails Top Chord: 1 Row @ 7.25" o.c. Bot Chord: 1 Row @12,00" o.c. Webs : 1 Row @ 4" o.c, Use equal spacing between rows and stagger nails in each row to avoid splitting. 11 • 4 170 mph wind, 1 '.('0 ft "lean hgt, ASE A 10, CLOSCaD bldg rtut located within 18 00 ft from roof edge. RISK CAT II, EXP C, wind TC DL=5.0 ps , wind BC 01=5.9 (;sf4, C i(A;.)=0,18 Y Wind loads and rpa;tioris,based on MWF�(S. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1 50 4 r • 4 . .. Truss checked for 200# rry)varle cnncsntr7'ed load.3loag Bottom Chord, nonconcurrent with design gravity loads 1 . 4 •. All wind load cases on this truss hai'e a 1.34 duralicl factor. H T3 =3X10 =4X12 H0710 =4X10 11138 T 63 ti) 1 R=2177# U=562# W=8" R=3706# U=606# W=5-3/4" (Rigid Surface) (Rigid Surface) DESC. = C4G PLT TYP.-WAVE • FLORIDA QUALITY TRUSS TEL: (954) 975.3384 F'A X: (954) 978-8980 3120 N. W. 1616 TERRACE: PODIPANO BEACH, YL 33064 DESIGN �CCRT•FBCIOHVHMESRP1.2007FT/RT•20%(0%y1(0) QTY= 1 PLIES= 2 TOTAL= 2 REFER Na.• TRUSSES REQUIRE EXTREME IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND )'d BCSI (BUILDING COMPONENT SAFETYARE INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/7P' 1 SEC 2. SEQ = 669795 REV. 12.03.03.0225.15 SCALE =0.2500 TC LL 30.Opsf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf 0/A LEN. 200512 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C5G Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP SS -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-136::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 6-3/16" 12 5 y4X6(B12 3X4 6-1/4 5' R=1946# U=693# W=8" (Rigid Surface) DESC. = C5G PLT. TYP. WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 1'A (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, YL 33064 =5X8 0 1112X4 10'8" 1112X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS #1 hip supports 5-0-0 jacks with no webs. Left side jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhanri. Righ; side jack9 have F-0-0 setback with 0 0-0 cant and 1-4-0 overhang All wind load cLses on 4,1is'russ.h1/v/ 1133'duraj,on factor. 4 . 4 . 4 . . 5' 4 4 . . . 0 H0710 1112X4 20,8" R=1946# U=693# W=8" (Rigid Surface) DESIGN CRR=FBC101.0/HZRESRP42007 FT/RT=20%10%y 1(0) QTY= 1 TOTAL= 1 ��'wrApR(�N�JI�NNQ MUSSES REQUIRE EX1 REME CARE IN FABRICA TING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER T6 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC., SHALL NOT 8E 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,WH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSIRPI 1 SEC 2 REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669796 SCALE =0.2500 1 REF DATE DRWG O/A LEN. 200800 JOB #: 13HS341F TYPE HIPS 12-12-2013 CM Job:(13HS341F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D1 Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Rt Bearing Leg 2x8 SP SS-138::Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 13#(B1) 6-3/16" —r- 6-1/4 6-1/4 12 5 V 10'11-3/16" ‘2X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. 1 4 1 1 1 1 Truss chegk'pd foi /0111# moveblit concentrated IUad aIorly Bottom Chord, nonconcurrent with design gravity loads. 4 4 4 44 4 4 4 MW FRS loajls bg59d on trust=s Ioiatefi at leasi 15.41fti from roof edge. 444 1• -1= 44 4 4 4 1 4 4 4 4 44 4 4 • 1 4 1 4 1 4 1 1 1 4'2-9/16" 1 1 4 1 1 11 1114X6 R) 1112X4 0 III '4 H 1'4" _I_ R=953# U=505# RL=334/-53# W=8" (Rigid Surface) DESC. = D1 PLT TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 973-33K4 FAX (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, YL 33064 3X4 15'1-3/4" 14'6-1/2" DESIGN CRR•FBCIOHVHZRES/TP42007 FT/RT•20%(0%y 1(0) QTY= 1 TOTAL= 1 N • I KUSSt0 I-ItUUIHt t)(I HtMt L:AKt IN I-AIKIL:A I INU, HANDLING, SHIHPING, INS IALLINU ANL) 1HAL:INU. .R.AN TO CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 1113X4 R) 1 R=842# U=495# W=5-3/4" (Rigid Surface) 1` 0 it) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669797 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 150112 JOB #: 13HS341F TYPE SPEC Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D2 Top chord 2x4 SP SS -13B :T2 2x4 SP #2 N-138: Bot chord 2x4 SP #2 N -13B :B2 2x4 SP #1 Dense -13B: Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor, 6-3/16' DESC. = D2 PLT TYP-WAVE 8'11-3/16" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. 4 •. . •.. Truss chetI3d fa 203# moliabtl: ctr1centr te5 joad alkril Bottom Chord, nonconcurrent with design gravity loads. MWFRS loa(1s biased on trusses loi-ated at least 15.03 fP. from roof edge. • • • 4 • • • • • • • • • 4 4 4 • 4 1 I . • 6'2-9/16" I_ 1'4" R=995# U=551# RL=291/-49# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS 1` '('EL: (954) 975-3384 FAX: (954) 978-8980 3 120 N.W. 161b TERRACE POMPANO BEACH, EL 33064 15'1-3/4" 1Z5-3/4" DESIGN CRR•FBCIOHVHZRES/r9F2007 FT/RT•20%(0%)/ 1(01 QTY= 1 TOTAL= 1 NIN •• I KUSSCS KtUVMt tX I KCYJIt UAKe IN rAbltIUA I IN(3, KANULIN(i, Sl1, * ING, INS IALLING ANU eKAUIN(i RTO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (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,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3, A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. R=839# U=475# W=5-3/4" (Rigid Surface) 1- N REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0'I SEQ = 669798 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 150112 JOB #: 13HS341F TYPE MONO Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D3 Top chord 2x4 SP #1 Dense -138 :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #2 N-138 :B2 2x4 SP #1 Dense -13B: Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-136: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 3X4(B1) 6-3/1- 6" - 03X4 DESC. = D3 PLT. TYP. WAVE 6'11-3/16" =4X6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. r -_ Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. 4 1 4 44 1 1 1 1 Truss che6Rad fdl 200#eclat+ cjlrycentrrote6 oad aI r g Bottom Chord, nonconcurrent with design gravity loads. MWFRS loans based on trusses IotateJ at leas17.50 ft.lrom roof edge. 14 I 44 1 4 4 3'2-9/16" 3X4 T2 4 441 1 ▪ 4. 4 4 4 1 • 4 1 4 4 1 4 1112X4 n 1'4„ R=995# U=574# RL=248/-44# W=8" (Rigid Surface) • FLORIDA QUALITY TRUSS } TEL: (954) 975-3384 PAX: (954) 978-8980 3120 N.W. 16/b TERRACE POMPANO BEACH, FL 33064 15'1-3/4" 12'5-3/4" DESIGN CRR=FBC101NNZRES/TPI.2007 FT/RT=20%(0%y 1(0) QTY= 1 TOTAL= 1 rp�NIN I KUSSDS HCUUINt tx1 NOMI (:ANt iN rAtlKILA I INM, r1ANULINO, ShIVNING, INS IALLINU ANU SNALINS,. REFEr2 TOBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI, ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 —I R=839# U=459# W=5-3/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669799 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM 0/A LEN. 150112 JOB #: 13HS341F TYPE MONO •Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D4 Top chord 2x4 SP #2 N -13B :T1 2x4 SP SS -13B: Bot chord 2x4 SP #2 N -13B :82 2x4 SP #1 Dense -13B: Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 8-1 60 -61l DESC. = D4 PLT. TYP: WAVE 6-3/i6` 7'8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. • • • • • 1 •11 All wind load cases oh this 91_1s/heti a 1. 3 duration feor. • • • • • • • • 1 • • • • • • • • • • • • -I- 2'8-13/16" • • • 4 4 O OOOO • • • • 1 • 4 • 4 • • • • • • • • • • • 4 • • 4'8-15/16" I- 1,4„_ -H R=995# U=595# RL=174/-82# W=8” (Rigid Surface) FLORIDA QUALITY TRUSS 'i'P:L: (954) 975-3384 FAX: (954) 976-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 15'1-3/4" 175-3/4" DESIGN CRtT•FBCIOHVHZRES/TP42007 FT/RT420%(0%9 1(0) QTY= 1 TOTAL= 1 REFER TdECSI (BUILDING COMPONENT SAFETY NFORN MATION). PUBLISHED BY TPIH(TRUSS PLATE NSTITUTE,e1-(A`ING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. R=839# U=480# W=5-3/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669800 SCALE =0.3750 REF DATE 12-12-2013 1 DRWG O/A LEN. JOB #: 13HS341F TYPE MONO CM 150112 Job:(13HS341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF G2G Top chord 2x4 SP #2 N -13B Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :W4 2x4 SP #2 N -13B. :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at -1.33 to 92 pit at 0.00 TC- From 92 plf at 0.00 to 92 plf at 5.00 TC- From 146 pit at 5.00 to 146 plf at 10.17 BC- From 20 plf at 0.00 to 20 plf at 5.00 BC- From 34 plf at 5.00 to 34 plf at 10.17 PLB- From 10 plf at -1.33 to 10 plf at -0.06 BC- 292.54 Ib Conc. Load at 5.00 BC- 259.00 Ib Conc. Load at 7.13 BC- 2189.00 Ib Conc. Load at 9.06 6-3/16" DESC. = G2G PLT. TYP-WAVE 6-1/4 =3X6(A1) 3X4 12 5' =6X6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1 50. Truss che'l d foj '140# moyabh ctncentratetf ;Ad alorly Bottom Chord, nonconcurrent with design gravity loads. 4 4 .. 4 . . All wind load casr soon this tr�1s ha ,e 11.33 du}atioryfaq"or. 5'2" 1112X4 44 . 4 • ( . 4 . . 4 4 4 4 . . . . f - 1'4" FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 R=1282# U=355# W=8" (Rigid Surface) 1112X4 =6X10 102" DESIGN CRS.FBCIOHJHZRES/1P1-2007 FT/RT.20%(0%)/ 1(0) QTY= 1 TOTAL= 1 NN((yy 1 HUSSES HtUUIFit SX/ HSME CANS IN HABHICA I !NG, HANDLING, SHIPPING, INSTALLING ANL) BRACING. R OECSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,I-VSS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P! 1 SEC. 2 1113X10 R=3082# U=804# REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 670832 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 100200 JOB #: 13HS341F TYPE HIPM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7 Top chord 2x4 SP SS -138 Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. =3X4(B1) 12 5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21,93 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT Il, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design 8 reactions. Bottom chord checked for 10.00 psf non -concurrent live load. All wind load cases on this truss have a 1.33 duration factor. 4 4 4 4 4 4 4 4 4 • v 4 4 4 4 4 1 4 4 4 4 4 4 4 4 4 4 ' 4 4 1 4 4 t 4 4 4 4• .. I I • 1 1 4 4 4 4 Fti=211)1# U=322# NAILED 4 4 DESC. = EJ7 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 k R 1,4" R=545# U=425# RL=296/-30# W=6" (Rigid Surface) 7' DESIGN CRR•FBC10NVWAESRP42007 FT/RT"20%(0%)/ 1(0) QTY= 15 TOTAL= 15 A NIN644 TRUSSES HtUUIHt t I KtMt CARS IN 1-A8NICA 1ING, HANULING, SHIPPING, INSO ALUM.;ANU BHA:ING. R CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. i —i M R=131# U=29# NAILED REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669807 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7B Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -138 Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC All wind load cases on this truss have a 1.33 duration factor. 3X4 T 6-1/4" 1 DESC. = EJ7B PLT TYP.-WAVE FLORIDA QUALITY TRUSS VEL: (954)975.3384 FAX, (954) 978-8980 3120 N.W. 161h TEAR ACE POMPANO BEACH, FL 33064 3X4(B1) 6-3/16" \\\ 5X6(R) 5 12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT ll, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional CBC member design & reactions. 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. 111 MWFRS 1 15 bAst on truisei located at lessi 10.96 ft) from roof edge. 1 4 1 1 1 1 4 1 4 4• 1 1 1 4 1, N• 4 1 1 1 • ' FF=2;2# U=281# NAILED • 1'4" 1'5-5/8" =3X4 12-3/8" R=545# U=425# RL=296/-30# W=8" (Rigid Surface) 7' 4'4" DESIGNESS�SCSI DESIGN ��C(,��RIT.FBC10MIHZRES/TP42007 FT/RT=20%)0%y 1(0) QTY= 5 TOTAL= 5 REFER 10 )BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,e�`INO yyO 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI, ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. C0 (0 0' (V 03 1 R=137# U=70# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669808 SCALE =0.7500 1 REF 1 DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7D Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increaselIfactor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factdr DESC. = EJ7D PLT.TYP-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. (H1) = (J) Hanger not calculated (2)2x6 SP SS -13B supporting member. 6'1-15/16" TD' cs-i'b �4 4 �or200�tnov• at�Aa•con-eff long Bottom Chord, nonconcurrentwith design gravity loads ) A/FIIS load Lasted oryt}usses�ocated a' least 7.G0 ft. from roof edge. • • 4 • 4 • • t • • 4 • • 4 • • • • • 1 • • • • • 1 1 1 1 . 1 • • • ' 1113,(5 • 111f+XBkisc)' • ' 7' h. -1'4" -- FLORIDA QUALITY TRUSS TEL (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 R=545# U=396# RL=254/-42# W=8" (Rigid Surface) DESIGN CRR:FBC10HVHZAES/TP)-2007 FT/RT•20%(0%), 1(0) QTY= 1 TOTAL= 1 wwooi KUSSCS KtUUIHt tX) KtMt (.AHt IN I-A5KICAl ING, rANULINLL, b1-111-1"114(..i.INSIALLING ANU bR) ING. CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/181160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. R=375# U=330# H = H1 REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669811 SCALE =0.7500 1 REF 1 DATE DRWG 12-12-2013 CM O/A LEN. 7 JOB #: 13HS341F TYPE MONO •Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ5 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 3X4 6-3/16" 3X4(81) DESC. = EJ5 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 h1. W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" 12 5 V R=438# U=396# RL=252/-30# W=6" (Rigid Surface) 5' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT If EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads • • • • • • • 4 • • • • 4 • • • 4 4 4 • • • 4 • 444 • • • 4 4 4444 . . • • 4 4 4 • 4 4 1 • • DESIGN CRrr•FBCIwHVH2RES/TP1.2007FT/RT•20%(0%)/ i(0) QTY= 10 TOTAL= 10 • tJII4 •• I KUSStb KDQUINE tX: KCMt L:AKt IN I-AtIKILA I INLj, KANULINIi, SKIPPING, INS IALLIN(i ANU eKAUIN(i. R SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 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 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 BUILDING DESIGNER. PER ANSIRPI 1 SEC. 2 • • 4 • 444 • i • R=197# U=261# NAILED •J R=249# U=25# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669813 SCALE =1.0000 1 REF 1 DATE 12-12-2013 DRWG CM O/A LEN. 5 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ48A Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft, from roof edge. 3X4 DESC. = EJ48A PLT .TYP-WAVE 3X4(B1) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. All wind load cases on this truss have a 1.33 dtat`pn factor. • • •• • . • • • • • • r r 4 r 1 1 4 •• 4 4 r 4 4 • • R=184# U=221# NAILED FLORIDA QUALITY TRUSS 7'FJ,: (954) 975-3384 rAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO REACH, FL 33064 1'4" 1'1-3/8" R=430# U=359# RL=229/-39# W=8" (Rigid Surface) 1113X5 1'6-5/8" 4'10" DESIGN CRR"FBCIOHVHZRES/TP420B7 FTIRT40%(0%y 1(0) QTY= 2 TOTAL= 2 wio I HUSStS HtUUIHt tX I ntMt LAKs IN rAbrOUP, I INU, HANULINb, bHIp w(3, INS !PLUM. ANL) tlKAUINU. i6 CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SURABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. 2'2" 60 02 O R=119# U=34# NAILED 60 M t0 N REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669816 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 41000 JOB #: 13HS341F TYPE JACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF /J25 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = J25 PLT TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 4 • 4 • 4 • • 4 • 4444 • • • 1 • I R=73# U=116# NAILED FLORIDA QUALITY TRUSS TEL (954) 975.3384 FAX: (954) 978-8980 3120 N.W. 1601 TERRACE POMPANO BEACH, FL 33064 1'4" =1= 2'5-11/16" R=348# U=326# RL=172/-33# W=8" (Rigid Surface) R=220# U=7# NAILED w•yyDyyEppS,,IIGNN ��CCNRR•FBC10NVHZAESRPL2007 FT/RT•20%(0%y 1(0) QTY= 2 TOTAL= 2 REFER 7d�CSl (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,B�`ING. 218 NORTH LEE SIR., 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) 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 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3, A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC 2. • • 1 1 • 4 • I • • 1 1 1 • • 1 1 1•• 1 I SEQ = 669820 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.0psf I REF TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" 1 DATE 12-12-2013 DRWG I O/A LEN. 20511 CM JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / BJ56 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 3X4 6-1/4' DESC. = BJ56 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS [--- TEL: (954) 975-3384 EAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 0 plf at -1.48 to 92 plf at 0.00 TC- From 2 plf at 0.00 to 2 plf at 5.47 BC- From 2 plf at 0.00 to 2 plf at 3.00 BC- From 2 plf at 3.00 to 2 plf at 5.47 PLB- From 10 plf at -1.44 to 10 plf at -0.10 TC- 73.45 Ib Conc. Load at 2.88 TC- 169.23 Ib Conc. Load at 4.80 BC- 219.83 Ib Conc. Load at 2.88 BC- 416.11 fa Conc. iea ar f .d0 11 • Bottory� chorde lecl(ed 6r 10!701 sf non -4 ncujrert live load. • t Truss 1hecteed for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. • • t r I I R=216# U=80# NAILED 1'5-13/16" 1'3-1/2" - R=499# U=66# W=9-1/8" (Rigid Surface) 1'8-1/2" 5'5-5/8" 2'5-9/16" -43 SD 1 R=206# U=15# NAILED ��yy7��6NDyyESSIIGNNCCRIT.FBCIONVNZRESRP42007 FT/RT•20%(0%)/ 1(0) QTY= 2 TOTAL= 2 REFER ECSI (BUILDING COMPONENT1 SAFETY NFORMATION), PUBLISHED BY TPI H(TRUSS PLATE NSTITUTE,BHAGING. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "IMPORTANT FURNISH COPY OF TI -115 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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSUTPI 1 SEC 2 SEQ = 669821 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.Opsf REF TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" DATE 12-12-2013 DRWG CM O/A LEN, 50510 JOB #: 13HS341F TYPE HIP JACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / BJ28 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "1313" use design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MW FRS with additional CSC member design & reactions. All wind load cases on this truss have a 1.33 duration factor. DESC. = BJ28 PLT.TYP-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 0 plf al -1.48 to 92 plf at 0.00 TC- From 2 plf at 0.00 to 2 plf at 2.68 BC- From 2 plf at 0.00 to 2 plf at 2.68 PLB- From 10 plf at -1.44 to 10 plf at -0.10 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. • • • • • • 41 Trusstolleck•d far 200a/mgvallc concienlr4led lowl•along Bottom Chord, nonconcurrenl with design gravity loads. • • • • • . • • • • • • 1 • • • R=36/-12# U=180# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975.3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'5-13/16" - I - 2'8-1/8" R=361# U=614# RL=265/-24# W=9-1/8" (Rigid Surface) N N R=221/-4# U=9# NAILED DESIGN ��CCNR1T.FBC101NHZRES/TP42007 FT/RT•20%(0%y I/O) QTY= 2 TOTAL= 2 RFER76ECSI (BUILDING COMPONENT SAFETYAI FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlHACINt�. a 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 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, 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 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) GALV, STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 • • 1 1 1 • REV. 12.03.03.0 225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669822 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 20802 JOB #: 13HS341F TYPE HIP_JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J46 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "130" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 0-3X4 (.6 DESC. = J46 PLT. TYP-WAVE FLORIDA QUALITY TRUSS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. AS wind load cases on this truss have a 1.33 duration factor. 441 . ) 41 4 4 4 1 4 r t, 1 4 I 4 + 44 4 4 4 . f =1F9# U=204# NAILED TEL: (954) 975-3384 PAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 1'5-7/16" 1'2-1/2" H R=430# U=376# RL=208/-29# W=8" (Rigid Surface) 1'5-1/2" 4'6-13/16" 1'10-13/16" DESIGN CRIT4FBC10RVNZRES/TP42007FT/RT420%(0%)! 1(0) QTY= 2 TOTAL= 2 i6 B.. 11(USSt� r<tUUIHt tX, HCMt CAHt IN hAtlKICA I TNG, HANDLING, SHIF•YINU, INSTALLING ANI) B14A;IN1i. R TO CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 R=116# U=31# NAILED 03 ti N SEQ = 669826 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.Opsf I REF TC DL 15.Opsf If DATE BC DL 10.0psf I DRWG BC LL O.Opsf I CM TOT.LD. 55.Opsf O/A LEN. 40613 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE JACK 12-12-2013 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J34 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 3X4 ,tzr DESC. = J34 PLT. TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT ("") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked t'oi 200x1 m rvarle L•org:er=lrrted load�a(ong Bothm Chord, nonconcurrent with design gravity loads. •11 i•• • • • • • i • • • 1 • • • • 41 . . • ' . 4 4 4 4 4 I • • 414 44 R=109# U=146# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 rAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 1'5-7/16" 1'2-1/2" 1'5-1 /2" = I — 7-5/8" -- I — 3'3-5/8" R=370# U=359# RL=180/-28# W=8" R=148# U=26# NAILED (Rigid Surface) DESIGN BC 10HVH7RES/TP I-2007FT/RT-20%(0%p 1(0) QTY= 2 TOTAL= 2 RFECSI (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,6HA(.IN(a 218 NORTH LEE SIR., 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 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, 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 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) GALV. STEEL. APPLY PLATES TO 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 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 BUILDING DESIGNER, PER ANSITTPI 1 SEC. 2 4 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 1 O.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669827 SCALE =1.0000 IREF 1 DATE 12-12-2013 1 DRWG I O/A LEN. 30310 JOB #: 13HS341F TYPE JACK CM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ5 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. T3X4 6-3/16" J_ DESC. = CJ5 PLT. TYP: WAVE 3X4(81) 12 5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads • • 4 4 , • 4 , • •• I ' • 4 4 4 • • 4 4 4 4 R-114# U=240# NAILED FLORIDA QUALITY TRUSS r-----._ i TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE + POMPANO BEACH, FL 33064 1'4" R=438# U=362# RL=233/-39# W=8" (Rigid Surface) 5' DESIGN �GRIT•FBCI0HVMZRESRP1.2007 FT/RT•20%(0%)/1(0) QTY= 2 TOTAL= 2 w70BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE, tlHALiNt�. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KIH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=249# U=22# NAILED SEQ = 669829 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.0psf 1 REF TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" 1 DATE 12-12-2013 DRWG O/A LEN. CM 5 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ3 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = CJ3 PLT TYP-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.09 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 2004 movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads . 1 . . . 44 44 R=102# U=247# NAILED 1! > .. FLORIDA QUALITY TRUSS ----- TU..: (954) 975-3304 FAX: (954) 978-0980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" A --- 3' R=357# U=609# RL=3291-29# W=6" (Rigid Surface) R=226# U=17# NAILED DESIGN CCNR1yt FBC10M/HZRESRPL2007 FT/R1=201i(0%y 1(0) QTY= 8 TOTAL= 8 TER.1" CSl (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE, .. FillbStS REWIRE EX I FitME CAKE IN FABRIC:A I HANDLING, SHIPPING, INSTALLING AND BRAGING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. ' ' . . . REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669831 SCALE =1.0000 1 REF DATE 12-12.2013 DRWG CM O/A LEN. 3 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ1 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. R=-51# Rw=143# U=61# NAILED 12=3X4(B1) 5 L.,..--- �.' �3X4 "..5m s-31 s^ i I R DESC. = CJ1 PLT TYP.-WAVE ::� FLORIDA QUALITY TRUSS? TLL:(954)975-3384 TAX: (954) 978-8980 3120 N.W. I6tb TERRACE POMPANO REACH, 17L 33064 1'4" 1' —I R=353# U=670# RL=212/-28# W=6" (Rigid Surface) R=200/-11# U=13# NAILED THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 20.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. • • . •1 •' • • • 1 INSTALLING ANL) �DyESSIIGNN�CNRIT.FEC10HVHZRESRP1-2007 FT/RT•20%ry%)/ 1(0) QTY= 8 TOTAL= 8 REFER Yd' Csi (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS, PLATE NSTITUTE,e�`INc;. M 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/19/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. 41 • • • • • • • • • I II REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669833 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 1 JOB #: 13HS341F TYPE JACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / HJ7 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 3X4(81) 6-3/2X4(R) T 6-1/4^ -- I� 12 3.54 - 3X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Hipjack supports 7-0-0 setback jacks with no webs. Truss checked L>t 200* mnvableflni:eryt?afed Ioarc4ongl3Gtjom Chord, nonconcurrent with design gravity loads. • t • t t. 1 , ' ' 4 t t 5'1-11/16" •t • • t , t • • . t t • • t 1 4 I • • t 4 R=421# U=221# NAILED DESC. = HJ7 PLT. TYP-WAVE FLORIDA QUALITY TRUSS f 1'10-5/8" I TEL: (954) 975-3384 TA X: (954) 978-8980 3 (20 N.W. 16th TERRACE • POMPANO BEACH, FL 33064 R=646# U=231# W=4-1/4" (Rigid Surface) 1112X4 9'10-1/16" DESIGN CRR=FBC101WRZRES/TP1.2007 PT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 TRNNIN(a•• (MUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSUTPI 1 SEC. 2. =4X5 (0 ih R=391# U=63# NAILED SEQ = 669834 REV. 12.03.03.0225.15 SCALE =0.5000 TC LL 30.0psf 1 REF TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf 1 CM �2l DATE 12-12-2013 1 DRWG TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" O/A LEN. 91001 JOB #: 13HS341F TYPE HIP_JACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / HJ5 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5 0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 5-0-0 setback jacks with no webs. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. • 44 I . 4 .. 4 4 . 44 . 4 11 4 4 4 ii4 4 • 4 4 ## • . . 4 • . • • • . . . . • 4 . 1 . 444 . 4 R=318# U=219# NAILED DESC. = HJ5 PLT. TYP-WAVE FLORIDA. QUALITY TRUSS 't'T:L: (954) 975-3384 rAX: (954) 978-8980 3120 N, W. 16.h TERRACE POMPANO BEACH, FL 33064 1'10-5/8" R=470# U=200# W=7-3/4" (Rigid Surface) 7'0-1/8" DESIGN CRR•FBCIOHVHZRESRP1.2007 FT/R .20%(0%x 110) QTY= 3 TOTAL= 3 •+WARNIM6•• I HUSStS KtQUIKE tXl HtMt CAKE IN FABHILA I ING, HANDLING, SHIPPING, INSTALLING ANU BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI TPI 1 SEC. 2. R=268# NAILED REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669835 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 70002 JOB #: 13HS341 F TYPE HIP JACK ANCHORAGE AND RESTRAINT OF LATERAL BRACING THIS IS A DANGEROUS CONDITION FIG. 1 COMPRESSION WEBS, TO PREVENT THIS BEFORE AND AFTER FAILURE. bNCHOB BUCKLING. OR RESTRAIN THE LATERAL BRACING{ CONTINUOUS LATERAL BRACING (CLB) MAINTAINS SPACING, BUT PERMITS LATERAL BUCKLING OF ALL WEB MEMBERS AT THE SANE TIME. FIG. 2 ANCHORAGE BY BUILDING DESIGNER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). t SHEATHING ANCHORAGE (BY BUILDING DESIGNER) INTO SOLID END USE METHOD SHOWN DI FIG. 2. 3A & 3B, OR ANOTHER STRUCTURALLY SOUND METHOD SPECIFIED BY PROFESSIONAL ENGINEER OR ARCHITECT. FIG. 3A DIAGONAL BRACE RESTRAINT (DBR) WITHIN THE UNIT (3A & 3B'i APPROX. WALL - RESTRAINS LATERAL 40P -N, BRACING, THEREBY \\\\,\\ \ \\ PREVENTING WEB BUCKLING. `-- CIS CLB CEILING Building Components Group Inc. Earth City, MO 63045 COMPRESSION WEB CEDING SHEATHING • T THE DRAWING BELOW (FIG. 39) SHOWS HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLB -). WHEN ANCHORAGE IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL BRACE RESTRAINT (DBR - :::t•: ) MEMBERS ARE 2X4'S, THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED. DIRECTLY TO THE CLB OR TO THE WEB OPPOSITE THE CLE. USE THE SAME NAILING SHOWN IN FIG. 3A. FIG. 3B EXAMPLE TRUSSES COMPRESSION WEB, SLOPING OR VERTICAL, DR WEB NEEDING BRACING. DBR MAY TRAVERIENDR$tip W0: TRUSSES, DEPENL4NG.ON TRUES H$I()HT. • • • • • • • 0 0 • • • • • • .WAi aNO'. ILO AND =Law Al]. NOM ON T7311 HT1 Trams .aadr..iti+a• .an la hdaraatrag. ba.di•4 Sppb.•, !stalls and braalai. Rats t• aad faisw 1CA (lathy Coapsst t.aatlatndioa•Ss tat.•tadsatla b TPI sad 17CA) far ..M1 wades prior tarperf • •atai D. have property Wad .traataal �ao.md�iaproperly artetied rl •rd sab07MNfor L 11011 ..tless k 1•jota.m1: Ln�saWLaa.g�.fledtK •• •'Ponwer• moll &P a Tl@hl,vela TO OL�U LT/OM comma ITV Diallop p mt. Oros ba. aliiCO) .a.D M M 1. f dMatA.e hes tab datdp, aro falls ta bd14 tar Ors M .wt.raam..Ata 1P1. re fa 0.*al.i. slapping. l.aiafllai & Saes at .a.1l.ur.s.. rr15 ..w.tor plat.. w =ads of 0O/1k/1eai ps/e/i) ADTll Aida pad. n/4o/e0 A'.1eIM Cetera .e.l tab drastsetidaiApply plats to ewer pew tiaW a.si.ptans d tons. wa .atese at..sLL aglawrYa ales y s. p ilbllity *Sly !.r m. tra.. ...rawest date .bora. T1...14Yity and a d tbt• aaapeast ter any b.Odly 1. Ina r..psdi lo� of t a i.di D.Apa par ANT! 1 tM. 0. flW-icOc o 3Wb.a•.w; TPI: snr trwt..as • rnr..l�duRr7•..a: Me n,rl..rt..ap 2X4 #3 OR STUD GRADE DBR NAILED TO OPPOSITE SIDE OF WEB AND REPEATED AT APPROXIMATELY 20 FOOT INTERVALS TO RESIST LATERAL MOVEMENT. ATTACH TO WEBS WITH (2) 16d COMMON (0.182' X 3.6',MIN) NAILS. REF BRACE RESTRAINT IDATE 1/1/09 DRWG BRCLBANC0109 • • • • • •• • • •• • • • • • •• •• •• •••• • • • •• • • • • • • 1* •• •• • • • CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T -BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SIZE 2X3 OR 2X4 2X3 OR 2X4 2X8 2X8 2X8 2X8 SPELD,LLD CLB ALTERNATIVE BRACING BRACING T OR L -BRACE SCAB BRACE 1 ROW 2X4 1-2X4 2 ROWS 2X8 2-2X4 1 ROW 2 ROWS 1 ROW 2 ROWS 2X4 2X8 2X8 2X8 1-2X8 2-2X4(*) 1-2X8 2-2X8(*) T -BRACE, L -BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. Building Componen s Group Inc Earth City, MO 63045 • , 1 , .. e • , 1 T -BRACING OR L -BRACING: APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 8" 0.C. BRACE IS A MINIMUM 807. OF WEB MEMBER LENGTH SCAB BRACING: T -BRACE OR L -BRACE APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 8" 0.C. BRACE IS A MINIMUM 80X OF WEB MEMBER LENGTH 'ollAD7mt0» RIAD AND POLJA1 ALL ROM ON n{tI tDOLTfl Tins.. maim satram mm m f tvk.tly, 6.adlin4 ohllpb g, Installing and W.to[. Rolm to and fellow WIG (Mating Compwant l.t it mtorm.>lna, try 171 0 m .. I .706) fi t, sva t1.. prim le performtnd .O.L 1r.aim par L halm Wad SL7 .h.n b... p,e .t Amid baits. rmA !.G lyssa . eeDma. lee. .h.►r fm 1 r.eWet 1 webs i.11 lam Manta t.t.11ad pm .eetloa. >b k ,17. baa $. . alta• peal fel mon tafmutaion. "O1POl7ANP'e' rU0®S tort or lath � Dml to musts=crrriaerol ITT D.Wh,g l• oroq k.. (rftll.'O) via .ot b. fm� .n� d..l.U. Iran th1. daalp, .nr f.Dma L the tan 5 emtae.e... with de m I.fbee1SemtlV, a.o�4 arm A . fa.lad.. k leaning rmtrle.ma.. 1TT1 ema.oem plats..r. mads of fo/le/Iea (T.M///1 A5111 As. pad. rr/ao/do WI/HA thin *mobs Apply pot« to mob t... er titan, positioned u .lawn .bem and s Joint Details. for .6• tam *mobs m seem pap tadl..tae mmptam..ad paafeaao.l endla..rty m.poa.6 tr .&.5 oenpmot dale .bows. Th..ofabOltr and use .f this eompeaaa4 for aq belldta L t1u r.evoealb Nty .1 the lldidhe. D..6 p.. AN9r/717 1 ow. t. !!Y DCO: mjlthry.mm; T 1 wnr.tpda.l.e®t *TCL m..belndualrr.m.y KC: www.lom.l..erl X T -BRACE L -BRACE SCAB BRACE • TC LL TC DL BC DL BC LL TOT. LD. DUR. FAC. SPACING PSF REF CLB SUBST. PSF IDATE 1/1/09 PSFIDRWG BRCLBSUB0109 PSF PSF 0 CORNER JACKS CJ5 CJ3 STEPDOWN HIP CORNER SET DETAIL 1 HIP GIRDER END JACKS UI WI WI CORNER JACKS / i' 2'-0" -f 2'-0" 2'-0" 2'-0" / NOTES: 1. DESIGN BASED ON SOUTHERN PINE LUMBER. 2. TRUSS TO BEARING CONNECTION BY OTHERS. 3. WIND LOADING BASED ON ASCE 7-10 MEAN ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II 01.•.11 4. APPLICATION OF TOENAILS' PER :ND,.s-2pp5 r ] r , r I ** (3) 16d (0.162"x3.5") TOE -NAILS * (2) 16d (0.162"x3.5") TOE -NAILS NOTE: 10d (0.148"x3.0) GUN NAILS MAY BE SUBSTITUTED IN PLACE OF 16d TOE -NAILS UP TO THE MAXIMUM REACTIONS SHOWN BELOW. (2) NAILS: R=260# U=345# (3) NAILS: R=390# U=520# ** TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. ••1rAwanra= RgeD AND 5`11.101f 4. }t7tpppe DN ME [gra e es Tnre. require =trove care lay flbrigetmg,�.sai.nng ah'ppt g, m,t.lPpg and braotng. Neter to and follow C3 8(Hnfdtn: Cc poi, j dafet7,lbformat(pp.'by !P1 Ind 1171.11) lar aayy practices prior to performing these f®etions. hstallere ahoD provide faikporimsbracing pal Bfffi. Oinks noted otherwise, top chord shall have properly attaohed structural panes and bottom obord abaII have a properly attached rlald ogling. Locations shorn for permanent Literal restraint of webe ehaf have brn0mg metalled per DGR emotions 82 k 81. Cee this Job', general notes page for more information. ew111POATANT'e /MOM COPY Of TIM Dfof1CN TO Df!TA17,AT10N CONTRACTOR. ITT Dulldtog Compo..ts Croup the. (ITTICO) abaf not b. reNa for an deviation gn. ation from, this ded any failure to =lid the tau. m =Woman= with TPI, or fabricating, handling shipping. installing bracing of hum=hum=rft800 oonm neotor plate. ere ad. d Z0/18/1e0A (g.lf/8/x) liSi ABM A053 grade 57/40/80 KA.eal m) b v. etas]. Apply plat= to each face of truce, positioned 0a shown above and on feint Details. droving s dm for the tins= omDower page dfaatee aooept.prates: decal and pratesecal engineering re.ponatb0tty solely pent deed= shown. The =Stability and use of this component for any building s the reepcoaibDky of the Bnfdmg www. er per ANgf/Tpl 1 8=. 2. ffy SCO: www4Lwbog.0000 TPi: www.t$net.00m; 1iTCA. mabomdnelry.oem; ICC: wwwloeeafa.org HIP JACK END JACK TC LL 20-30 PSF TC DL 7-20 PSF BC DL - PSF BC LL 10.00 PSF TOT. LD. 37-55 PSF DUR. FAC. 1.25 SPACING 2-0-0 ** HIP GIRDER w 0 1 ** REF DATE 3/21/12 DRWG STEPDOWN HIP PROOUCT SLIPPORTEO PROOUCT CODE MEMBER 13AUGE HANGER INII NSEON. CL M I ALI. . • .IIS VilDTH MOT DEM ME OD) - -tf1} 00 AHU26 1 1/2 18 19(16 51/2 2 3/4 0.14851.5' ABU28 1 1/2 18 1 9/16 6 1/2 2 3/4 0.14851.5' AH1210 1 12 1 18 19/16 812 2 3/4 0.148'x1.5` A11026-2 3 I 18 3 7/16 5 1/2 2 3/4 1 0.1487x3.0" A3028-2 3 1 18 3 7/16 i 512 2 3/4 1 014873.0' 1110210-2 3 1 18 3 7/16 1 51/2 2 3/4 1 0.148703.0' AHU46 312 1 18 3 9/16 t 51/2 2 3/4 1 014874.0` AHU48 31/2 1 18 39/16 j 51/2 23/4 j 0.148'2.0' AHU410 31/2 1 18 3 9/16 1 512 2 3/4 1 0.148740' Southerln Ye4) 5Spec1 Gravity) COMMON NAIL TYPE WIRERS: ALSDNABLfrD0OOVARD WADS . `1AAO _d�iAilt?<1 FAGiD1I _, 1 1 115 125 1.6 rents Grou PRODUCT CODE 16!1526 AGUS28 AGU5210 AGM -212 AGUS26-2 AGUS28-2 A51JS210-2 3 A603212-2 3 ASUS26-2T 3 AGUS28 2T 3 AGUS210-2T 3 AGM212-2T 3 AGII,S46 312 AGUS48 312 AGU3410 31/2 1205412 3 12 AGUS26-3 4 1/2 *611528-3 4 12 AGM -210-3 1 41/2 AGUS212-3 412 JOIST= 1 EAD 1. JOIST Oi of i 8 12 16 8 8 8 1 8 18 8 0.16273.5' 0.16272.5' 0.16252.5' 0.16252.5' 0.162'x3.5' 0.16272.5' 0.16273.5 0.162'2.5' 0.162745 Southern Pine (0.55 Spedc eravilid HANGER DIMENSION GO64MO8 NAIL TYPE FASTNERS SUPPORTEt i}h(iDUCT -CLEAR. OVERALL OVERALL JOIST HEADER MEMBER .GAUGE i II11' HEIGHT DEPTH Cm) ' Cmi Cm) 12 . .fila e 5 7/16 41/4 :. 12 ] 5/R , 615/16 41/4 a 5/8 815/16 4 1/4 •12 1 1 5/8 1015/16 41/412 12 3 1/8 5 7/16 41/4 3 1/8 1 615/16 1 41/4 31/8 I10 815/16 41/4 3 118 1015/16 41/4 3 7/16 5 7/16 41/4 615/16 41/4 12 3 7/16 815/16 41/4 12 3 7/16 10 15/16 12 3 5/8 5 7/16 12 3 5/8 6 155/16 1 12 1 12 112 11/2 A6US26-37 AG0528-3T '12 72 12 12 3 7/16 12 3 5/8 12 3 5/8 12 45/8 12 45/8 12 45/8 12 4 5/8 SIZE CITY 0.14851.5' 24 0.1485015' 30 0.148715' 3B 0.148'x1.5' 46 0.148'x3.30' 24 0.1485x3.0' 30 0.148740` 38 0.148741' 1 46 0.148x31' 24 1 0.148740' 30 0.14872.0' 38 41/4 0.1487x30' 46 SIZE 0.162765 0.16272.5' 0.1625:3.5' 0.16272.5' 0.162'x35 0.162.2.55 0.162725' 0.162745` 0.16273.5 0.162`.,3.5` 0.162725 0.162'2.5' 24 3350 3350 3350 3350 24 3655 4095 4250 24 3655 4200 4565 24 , 3350 3350 3350 24 1 3653 4200 4375 24 3655 4200 4565 24 3350 3350 3350 24 1 3655 4200 1 4375 24 1 3655 4200 1 4565 4375 5605 3350 1 1025 4375 1 1535 5845 1 2045 3350 1 1025 4375 1 1535 5845 1 2045 AaDWABL. UPWARD. LOADS 415 DURAZHki 7 AC T O l_ 1!. .. .�.1J... .�� .6 1025 1175 1280 1305 1535 1765 1915 2060 2045 2350 2555 3270 1175 1765 2350 1175 1765 12350 1280 1915 2555 1280 1915 2555 1305 2060 3270 1305 2060 327D ALLOWABLE DOWNWARD LOADS ALLOWABLE UPWARD LOADS LOAD DURATION FACTOR LOAD DURATION FACTOR QTY 1 30 4925 40 6555 50 8210 60 9240 30 4925 + 40 6565 150 8210 60 19240 30 40 50 60 30 40 50 60 30 40 50 4 1/4 0.14872.0' 24 41/4 8 15/16 41/4 10 15/16 41/4 5 7/16 4 1/4 615/16 41/4 8 15/16 4 1/4 10 15/16 4 1/4 412 12 5 5 7116 41/4 0.148'x31' 30 0.14874.0` 38 0.148`2.0' 46 0.148719' 24 0.14872.0` 30 0.148740' 38 0.162745 0.162765' 0.162725 0.162745' 0.162745' 0.162725 0.16276.5` 1.15 5035 7410 8865 9240 5035 7410 8865 9240 5n35 1.25 5335 7410 8865 9240 5035 7410 8865 1.6 55335 7410 8865 9240 5035 7410 8865 1 2700 3485 5035 6455 2700 3485 5035 1.15 2700 3485 5035 6475 2700 3485 5335 1.25 2700 3485 5335 6475 2700 3485 5035 1.6 2700 3485 5035 6475 2700 3485 5035 9240 5035 64x'5 2700 6475 2700 6565 7410 7410 7410 3485 3485 8210 8865 8865 8865 5035 5835 9240 9240 9240 9240 6455 6475 4925 5035 5035 5335 2700 2700 6565 7410 7410 7410 3485 3485 8210 8865 8865 8865 5335 5335 9240 9240 9240 9240 6455 6475 4925 5035 55135 5035 2700 2700 6565 7410 7410 7410 3485 3485 0.14872.0' 46 0.162725 0.14854.0' 24 0.162535` 60 8210 9240 8865 9240 8865 9240 8865 9240 5035 6455 5035 6475 6475 2700 3485 5035 6475 Llx.FJ 3485 5035 6475 2700 3485 5035 6475 6475 2700 3485 5035 64755 2700 3485 5035 6475 2700 3485 5035 6475 30 4925 5035 5035 5035 2700 2700 2700 2700 412 12 5 615/16 4 1/4 0.148'x30' 30 0.162735 40 6565 7410 7410 7410 3485 3485 3485 3485 AGM -210-3T 412 AM -212-3T 3T 41/2 12 5 815/16 4 1/4 12 5 101516 10^ x 1-112 Nails are 0_ 148' 10d cm -rumen Nails are 0.1-"-8` x 16d Common Nzils are 2.162" 41/4 EVALUATION TION REPOR T FOR fl BCG CONSTRUCTION ARDWA. PREPARED FOR FLORIDA PRODUCT APT-' aO`L&I 1467-9 BY: Se-ftt�;b- 8.2010 -atm L L=ws. P.E. r^^L 552 _ rl Bui G;r-iac--o__=e€_~ Ccup :v, 1950 f Dive Hain C`rtV, FL 33044 COA# 278 0.14852.0' 0.148741' A 46 5 .. 1.. 0.162525' 0.162'x3.5` R 60 50 8210 8865 8865 8865 5035 5035 5035 55335 SIAM:ME-NT OF COMPLIANCE 9240 9240 9240 9240 6455 6475 6475 6475 AGUS 2/1-31" repo. have b i sv'-:.i w __ : aorz-rda v-. with the or the Ronda Eisci Gado inure% to he ih co hpliaTicc. -::t; the Ficrida---au n x1e whenL :: s a co ca 1Ge ',eft Tis evil as :on no. _ FLORIDA QUALITY TRUSS TEL• (0s4) 975-33.t.4 PAM (PSij 77754960 '.ter.urtctursit ttvn PONSPANO =ACM, M. 33064 1PROJECT IVE ANO . `j ORES-: S A-V /E� � - T/2 D vn-1-- FLORIDA QUALITY TRUSS 3635 PARK CENTRAL BLVD. NORTH POMPANO BEACH FL, 33064 E MAIL : FLQT@BELLSOUTH.NET PARKLAND GOLF Sc C.C. E City / County CON -TRACTOR / BUILDER: MODEL: / Elevation: PARKLAND BROWARD TOLL BROTHERS, INC. Lot / Block .53— Job i1/3)-1 55--Job#J3)4 41-� STATEM : 1 c ins; that the : ring for the yes fisted on the a .c : ed ed seatindex shoot ► a,�e ice, des g ed and ch ced for oompiiance with the Florida Building Code 2010. The mousses have ben designed to provide tresistance to tvkid and fore as required by the following provisions: TRUSS LOADING CONDITIONS .ROOF TRESSES .TOP a--IORD LIVE. LOAD 'TOP Oi aCHO DEAD LOAD T TOM C.—RD i V L Za€? `BOTTOM C(—IORD DEAD LOAD TOTA'_rOAD: i If i i °SLtre Caate€gof i : Mean Rq€ Height !DURATION FAC; OR 30.Opsf 15.0psf • 0.0: 10.0psf 55.0psf 1.25 ASC: 7-10 • 2-3, s� 4 4 !Computer Program us&d for design: =FLOOR MUSSES TOP CHORD LIVE LOAD TOP CHORD DE&D LOAD !BOTTOM CHORD rjELOAD • !BOTTOM CHORD DEAD E O ;D TOTAL LOAD: .JURAT@. N FACTOR,: 17Q MPH AfPfNE 40.00sf 20.0psf 0.0 - 65.0psf ' - - 1.00" Attached is a index sheet submitted in accordance with Florida State 61G15-31.003. The Pages numbered / thru.3.2,.are photocopies of the original designed and approved by me. As wittness by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and belief. A.YEKTA KAVASOGLU, P.E FL. REG.#41310 6500 W.RODGERS CIRCLE #6000 BOCA RATON, FL 33487- • i NO. 1 TR iwSC D. i O. i TRUSSJ il k 1 E NO. ( .r c.7 I.D. II N . i ;tJSL NO. TRI C r .J . f F l 1 V 41 I 81. 1 121. 1 i181. f V49.. .82. 1.122. i 162. . i 1-83. [123. 163: 1 -01-3q 1 44. 12. 1.64. 4 i 11E4. { 106. 1 S I 46. 1 . 86. 1 126. 1166. 97 . I d G-.. I 47. I 87. 127. 08. 113 , 48. 88. _ 1r28. M. l,E2 49. .89. '129. 1 10.. 41.. 5 50. 90. IVO - 1 11. 1O 51. 91. 131. 1 12- 11 ,. 52 92. f32 13.IC.1 I 53. 93. -14_ IC. 1 - 4. _ 94. 15. 1 C3 1 5. • . _ 16. Z 56. 96. -17. t`7- "57. 97. 18. g -BB. 96. 19. -V7-4 59. . 20.60. 100. 140. 21. El-, . ' 61. tel. .1 1. • X43. E Sh 1112. Y--2 23. '� 1 163_ i Oa24. £iS _64. fin. 25. ' CI- . 105. :26. e /I' - _ 66: . 7.•.. 67. 11 28. •_ ( _68. .-)`08. tit - 29. `f • 29. ,i �,/ • • = �� • ./a.. .'09. 30. E47 -a- •• t• 79. 110. .‘1 1. 141 V •••1•:71. 1 111. _ 32. g X1•V2_. 1 "72. 112. 33. 1 . "t f3. 113. I _34. 1 1 - _ 1 74. . 114; r F-: 1 3-5. 7 115 36. 3 _ 1116. 37. iEf. i 117. 38. s �r8. 1 118. .139. 79. 1 ` 119. '49. .1 8 1 11 90. 0 ) I a3.1z2 133. 134. 135. 136. 137. iiA _rte 6'7410 W % ODz._ fBD:A -4g7 46: 1471148. f 4. 150. 151 162_ 1. 154. 155. 156. 157. 1. `titin .Y 1.._ 1 1 1 167. 168. 1f9. 170. 1;71 172 173. 174. t�77. 1c78. 1171. 180., 181. 182. 183_ 185 186._ 187, 188, 190. 1=91. a 1192. 1193. 194. 195. 196. 1,97. 1'98. 1'99. f 200_ Florida Quality Truss Main Office:772-545-3950 AIt.Ph: - Fax:1-772-545-3690 Engineering -List Job #: 13HS341F - Customer Information: Project Information: Name: TOLL BROTHERS - PAR Address: City, State, Zip: Salesman: PAUL BRANCALEONE Designer: CRAIG MARTIN Contact: Fill in later Notes: Seq. Qty Span Description Truss Num. 1 7 29-06-00 B1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 29-06-00 3 29-06-00 1 29-06-00 1 29-06-00 1 29-06-00 1 29-06-00 B1A B2 B3 B4 B5 B6G 2 -Py 1 29-06-00 B7 1 29-06-00 88 1 29-06-00 B9 1 29-06-00 B10 1 29-06-00 1 22-04-00 1 22-04-00 B11G C1 C2 144.2 lbs. each 176.4 lbs. each 168 lbs. each 170.8 lbs. each 170.8 lbs. each 169.4 lbs. each 772.8 lbs. each 148.4 lbs. each 145.6 lbs each 148.4 lbs. each 146.3 lbs. each 148.4 lbs. each 96.6 lbs each 98.00 lbs. each Date: 12/12/2013 Name: SAVIERO - TRADITIONAL- LOT 59d FL LW RF Address: LOT 59d City, State, Zip: PARKLAND, FL Th Page 1 of 2 Slope TC/BC 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 Loading: Region: Broward TC BC LL 30 0 DL 15 10 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00' - a0.00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 -00-0-00 Height 06-07-15 06-07-15 06-07-15 05-11-03 iij'-C 33 04-03-03 01-04-00 00-00-09 - - QUO -00 1- 03_-05-03 01-04-00 00-00-00 00-00-001. 01-04-00 00-00-00 - -00-00-00 05-11-03 01-04-00 00-00-0G 00-00-00' - - - 01-04-00 00-00-00 00-00-0(i j . 0-01-03 01-04-00 00-00-00 00-00-00 A - 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 5.00 0.00 01-04-00 00-00-00 00-00-00 2x4 / 2x4 00-00-00 00-00-00 00-00-00 05-02-01 05-02-01 05-00-06 04-02-06 03-04-06 i Seq. Qty Num. 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Span Description 1 22-04-00 C3 2 10-00-00 H2 5 07-00-00 EJ7 4 07-00-00 EJ7B 32.20 Ibs each 1 07-00-00 EJ7A 37.80 Ibs. each 1 07-00-00 EJ7C 37.8 Ibs. each 3 05-00-00 EJ5 19.6 Ibs. each 1 05-00-00 EJ5A 23.80 Ibs. each 4 04-10-00 EJ48 19.6 Ibs. each 1 04-10-00 J48 21.7 Ibs. each 6 03-00-00 CJ3 14.00 lbs. each 2 03-00-00 CJ3A 15A0 Ibs. each 8 01-00-00 CJ 1 8.4 Ibs. each 2 07-00-02 HJ5 28 lbs each 1 07-00-02 HJ5A 33.6 Ibs. each 1 06-09-04 HJ48 26.60 Ibs. each 2 04-00-00 MV4 14.00 Ibs. each 2 02-00-00 MV2 119.0 Ibs. each 37.8 Ibs. each 26 60 Ibs. each . Truss Trusses: 70.00 5.600 lbs each r Page 2 of 2 Slope TC/BC 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Height 02-06-06 02-07-03 03-05-03 03-05-03 02-07-03 02-07-03 02-07-03 02-07-03 02-06-06 02-06-06 01-09-03 01-09-03 01-04-00 00-00-00, _ 00-00-00 00-11-03 00-00-00 00-00-00 9640-00 01-10-10 00-00-0C - -00,00-00 02-07-00 00-00-00 oo-oo-oe --Qo;po-oo 01-10-10 00-00-09 - 00'100-00 : r X07-00 00-00-00 00-00-00 00-00-00 01-10-10 00-00-0Q _ -0Z-00-00 P2-06-02 00-00-00 00-00-00 00-00-00 - - 00-00-00 00-00-00 00-00-05- -01-08-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-10-00 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B1 Top chord 2x4 SP #1 Dense -13B :T2, T3 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "130" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.77 ft. from roof edge. co co 6-3/16" 14'9" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 23.54 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions, (a) Continuous lateral bracing equally spaced on member. Or 1x4 #3SRB SPF -S or better member. Attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. Deflectio:. meets '/3%0 li,a ands./ 4D total land. C,rVep increase factor for dead load is 1. All wino/ had ises on this'truss; na. e a 1.34duratioi factor. 14'9" r " , . • r , 1 R=1785# U=993# RL=267/-267# W=6" (Rigid Surface) DESC. = B1 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TI::L: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16.6 TERRACE POMPANO BEACH, FL 33064 29'6" DESIGN BRACING. NNCRrT"FBC10HVH2RES/TPL2007 FT/RT,20%(0%y I/O) QTY= 7 TOTAL= 7 y REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 R=1785# U=993# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" "T" brace. 80% length of web 50. SEQ = 669780 SCALE =0.1875 REF 1 DATE 12-12-2013 1 DRWG 1 O/A LEN. JOB #: 13HS341F TYPE COMN CM 290600 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B1A Top chord 2x4 SP #1 Dense -138 :T3 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B :62 2x6 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-138 W2, W4 2x4 SP #1 Dense -13B: :W3, W 8 2x4 SP #2 N -13B: :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads, MWFRS loads based on trusses located at least 23.54 ft. from roof edge. (0 1 6-3/16" 12 5 6X1 5X 14'9" 1112X =6X10 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 23.54 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Calculated horizontal deflection is 0.19" due to live load and 0.25" due to dead load. (a) 1x4 VVRB Si'F-S or better "T" brace. 80% length of web member, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. or; 1) cdntil(uous bra.;s equallyspaced on member. Deflectj(1�', meas L/360liYetandlllg0 total loud. increase factor for dead load is 1.50. All wind load cases on this truss have a 1.331duraton' actor. 14'9" 5X6 g 4 t 4 i t t , t . t, . 1'8" 5X8 III XS R III0X4B3 =514 6'8" - I - 3'3" = I - R=1789# U=990# RL=267/-267# W=6" (Rigid Surface) DESC. = B1A PLT. TYP.-WAVE rte. FLORIDA QUALITY TRUSS I TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 29'6" 1112X4 197" �DyGESSIp.4.8.• RUSSES REQUIRE EXTREME CARE IN FABRICA TING, HANDLING, SHIPPING, INSTALLING AND �NiCRr•F8C1ONVICRES/(PL2007 FT/RT•20%(0%)/ I/O) QTY= 1 TOTAL= 1 wREFER T6BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. T (0 rN =4X6(B2) 3X411 R=1786# U=992# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. t25 SPACING 24.0" SEQ = 669781 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B2 Top chord 2x4 SP #2 N -13B :T1 2x4 SP #1 Dense -13B: :T4 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B2 2x4 SP SS -13B: :63 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :W2 2x4 SP #2 N -13B: :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':L) Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.77 ft. from roof edge. 14'9" 1115Y6(R) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 23.54 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge. RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional CRC member design & reactions. Calculajefi horizontal deflection is 0.13" due to live load and 0.17" due to dead load. (a) Continuous le raR racing edt. ally s acv4'on n1A,njer. Or 1x4 #3SRB SPF -S or better "T" brace. 80% length of web memb�r1 Attaohed with $d'3ox it Cwn �J.11f"x2.5".rrfn.)nails @ 6" OC. � Deflection meets L/360 live and U240 total load. (;re6p increase factor for dead load is 1.50. All wind load ccsrs on this truss have a 1.33 duration factor. • ' 4 1 ' ' • 1 4 4 4 5X6 14'9" 5X6 (a) T io T4 �3 4=3X4(C3) N r',:$8X10 4X5(C3 3X4 1' R=1784# U=990# RL=267/-267# W=6" (Rigid Surface) DESC. = B2 PLT. TPP. WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =5X6 14'10-3/4" =5X101113X5 e 29'6" =3X4 1112X4 1113X6(* 11'5" Nei. ��CCNRIT.FBC10NVHZRESRP4x 2007 FT/RT•20%(0%1(0) QTY= 3 TOTAL= 3 •REF BRA(;ING. "RE76BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3, A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. OT R=1796# U=998# W=5" (Rigid Surface) REV. 12.03.03.022 5.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669782 SCALE =0.1875 1 REF 1 DATE 12-12-2013 DRWG O/A LEN. JOB #: 13HS341F TYPE COMN CM 290600 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B3 Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: :T3 2x4 SP SS -138: Bot chord 2x4 SP #1 Dense -13B :B2 2x4 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-138 .Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 6-3/16" H 5 12 13' 3,6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 23.18 ft mean hgt, ASCE 7-10 6OSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C. wind TC DL=5.0 psf, wind BC•p'-=5.0 p•9'. GG'pt '-)=0.18 • Wi,d Toad% b4se4 on '. )F S5Vth additional C&4 member design & reactions. • Calcy'ated•horizontalliaf)ectlo• is 0.13'•due to live load and 0.17" due to dead load. Bottom chord checked for 10.00 psf non -concurrent live load. •• Truss checked1,or 200# njpvaple concLntr2ted load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS load. Lased it tkitss.s IocatdU ptleast 11.59 ft. from roof edge. 13' 3X4 13'3-1/2" R=1784# U=1015# RL=240/-240# W=6" (Rigid Surface) DESC. = B3 PLT TYP.-WAVE Jr, FLORIDA QUALITY TRUSS TEL: (954) 975.3384 I'AX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, YL 33064 5X8 III2X4 III3X4 1113X5 29'6" T in 3X4=3X4(C3) `6 ?8X10 co :=4X5(C3)1 =3X5 1112X4::" �3X 82 1113X6('4SX6 4 83 11'5" DESIGN CRR•FBC10/NHDRESRPI-2007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 Mmhipt. TRUSSES REQUIRE EXI KEME CARE IN FAHKICA TING, HANULING, SHIPPING, INSTALLING ANU BRACING. TOSCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV, STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC 2. I R=1796# U=1023# W=5" (Rigid Surface) SEQ = 669783 REV. 12.03.03.0225.15 SCALE =0.1875 TC LL 30.Opsf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf cm TOT.LD. 55.Opsf O/A LEN. 290600 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B4 Top chord 2x4 SP #1 Dense -13B :T3 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B3 2x4 SP SS -13B: :B4 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :W2 2x4 SP #2 N -13B: :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-136: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 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. AS wind load cases on this truss have a 1.33 duration factor. 6-3/16" =4X6(8 03X 11' 03X 7'6" = 5X8 5X6 THIS DWG, PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements 170 mph wind, 22.76 ft mean hgt, ASCE 7-10, C ,OSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C. wind TC DL=5.0 psf, viind BC.gI_=5.0 lf. GCp1(/-)=0.18 WM,d loadsb4sed on MYWF;.S vithsadditjonal C&+ member design & reactions. Calcylatedrhorizontar!deflectnn is 0.13" due to live load and 0.17" due to dead load 4 11 1'. (a) 1x4 #3SRB SPF -S or better "T" brace. 80% length of web member, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. or (1) continuous Iterpl brace squally spaced on member. . Truss checkdd f& 20y#tmovahle concbntrgted load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads basednn trjsstssIckatddtat least 11.38 ft. from roof edge. 5X6 =�5C8 1112X4 III2X4 1113X5 29'6" 11'3-1/2" = 4'4-1/2" - I R=1784# U=1022# RL=211/-211# W=6" (Rigid Surface) DESC. = B4 PLT TYP. WAVE FLORIDA QUALITY TRUSS V- .-----1--- TEL: ---1,-----TEL: (954) 975-3384 FAX: (954) 978-1980 3120 N, W. 16tK TERRACE POMPANO BEACH, FL 33064 11'5" 11' ///5X6(R) -fgaiii,440444414444.00T3 B3 T i0 3X4 m8X0C3) N 4X5(C3 =3X5-`1-_� 1113X6(*F 5X. 64 T .�((DyyESS��IGjNNN��CRR•FBC10w /HZRES/TP42007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 REF POWYS) (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE SI TITUTE,BHA,IN(' 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/55/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. I R=1796# U=1029# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669784 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B5 Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: :T3 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B2 2x4 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 12 5 9' 11'6" THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ("") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 22.34 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 6 from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, a ind BC,,01_=5.0 p8. GCpit /-)=0.18 IoadS bOsed or MY/FI:S »ith'addi{,onal C&C member design & reactions. • 4 4• Calcylatedrhorizontal!deflection is 0.15" due to live load and 0.19" due to dead load. 44 •, (a) 2x4 #3 or better "T" brace. 80% length of web member, attached with 16d Box or Gun (0.135"x3 5",min.)nails @ 6" OC. or (1) continuous lateral equally spi aid on member. Deflection m8ets4J4 jive and L/240 Wtat,oad. Creep increase factor for dead load is 1.50. All wind load Lases orithia tru83 $,2✓e A 1'.33 duration factor. =5X8 9' T Zip 3X4(C3) ',8X10 (3X 5�• mon, B3 T T R=1784# U=1029# RL=182/-182# W=6" (Rigid Surface) DESC. = B5 PLT. TYP: WAVE FLORIDA QUALITY TRUSS 'FEL, (954) 975-3384 FAX. (954) 978-8980 3120 N.W. 16th TERRACE, POMPANO BEACH, FL 33064 29'6" 14'10-3/4" 115" DyyESSIIGNC�RR•FBC10HVHZRESRPE2007 FT/RT"20%(0%y 1(0) QTY= 1 TOTAL= 1 REFER 70 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlHAc:INU. 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. INC1PO� NOT BEURNISH COPY OF THISRESPONSIBLE FOR ANYYEDEVIATION FROMLSIGN TO THS DESIGN;; ANY FAILURE TO BUILD HETION CONTRACTOR. ALPINE ENGINEEREDTRU TPRORUCTS,SS 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON HIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1796# U=1037# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669785 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B6G Top chord 2x4 SP #2 N -13B :T2 2x4 SP #1 Dense -13B: :T3 2x4 SP SS -13B: Bot chord 2x6 SP SS -138 :B2 2x8 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :W4 2x4 SP #1 Dense -13B: :W5, W6 2x4 SP #2 N -13B: :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac TC- From 92 plf at TC- From 46 plf at TC- From 92 plf at BC- From 20 plf at BC- From 10 plf at BC- From 10 plf at BC- From 20 plf at BC- From 20 pif at BC- From 20 plf at PLB- From 10 plf at PLB- From 10 plf at .=1.25 / Plate Dur.Fac.=1.25) -1.33 to 92 plf at 7.00 7.00 to 46 plf at 22.50 22.50 to 92 plf at 30.83 0.00 to 20 plf at 5.06 5.06 to 10 plf at 15.75 15.75 to 10 plf at 24.44 24.44 to 20 plf at 27.08 27.08 to 20 plf at 28.03 28.03 to 20 plf at 29.50 -1.29 to 10 plf at -0.10 29.60 to 10 plf at 30.79 PLT- 287.08 Ib Conc. Load at ( 7.06,23.62), (9.06,23.62), (11.06,23.62) (13.06,23.62), (14.44,23.62) PLT- 252.41 Ib Conc. Load at (16.44,23.62), (18.44,23.62), (20.44,23.62) (22.44,23.62) PLB- 696.17 Ib Conc. Load at ( 5.06,20.27), (24.44,20.94) PLB- 134.36 Ib Conc. Load at ( 7.06,20.27), (9.06,20.27), (11.06,20.27) (13.06,20.27), (14.44,20.27) PLB- 137.00 Ib Conc. Load at (16.44,20.94), (18.44,20.94), (20.44,20.94) (22.44,20.94) Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = B6G PLT .TYP-WAVE FLORIDA QUALITY TRUSS 4 ~ TEL: (054) 975.3384 PAX: (954) 978-8980 3120 N.R. 16th TERRACE POMPANO BEACH, FL 33064 L 7' 12 5 3'5-3/16' 3X10 3X4 aZ3n6 . I H 1= THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required Nail Schedule:0.128'5'1", mini hails TopChortj:'IJTow ) 111.79r9.c. . i Bol t.hord:1 Pow @12V0 4o.G Web(': 142ow @ f o.c• Use tqua :spacing between r6ws and stagger nails in 4at,h row to avoid splitting. 111 . i (") 3 plate(ss require#petial'ositionirfy' PPfer to scaled plate plot details for special positioning requirements. 170 mph wind, 21.93ft.1ean t,gt, AS(�`E 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C. wind TC DL 4.0 psf, ,1nd43C0 =5.0 psf, GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Calculated horizontal deflection is 0.14" due to live load and 0.17" due to dead load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 15'6" =SXR -SxR 1112x4 -=4X5 \v 5 R=3880# U=1905# W=6" (Rigid Surface) 7 -I 0 X6 =3X4 L4 6 8 412I3X8( ')l 5X$'11-15/16" 1112X4 =5X14 1113X6( i B2 -3X10 1113X =H13 4 14'10-3/4" DESIGN CRR•FBC10NVHZRES/TPI.2001 FT/RT•20%(0%)/ 1(0) QTY= 1 PLIES= 2 TOTAL= 2 TING.. I HUSSES HtUUIHt tXI -(5Mt CAHt IN-AeNl[:AI !NU, HANDLING, SHINPINCi, INSTALLING ANO BHAGING. .T0018CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/7P11 SEC. 2 29'6" 171 11'5" R=3847# U=1735# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669858 SCALE =0.1250 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.59 ft. from roof edge. 6-3/16" 12 5 V - 13' 3X — 3'6" =5X6 =4X6(B� 03X� 6-1•i - R=1790# U=1018# RL=240/-240# W=6" (Rigid Surface) DESC. = 87 PLT. TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3354 TAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 =5X6 170 mph wind, 23.18 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFR3Syvith additiona0333 member design & reactions. .414 •. . Bgitr. m chDrdch%ckgd 4'� r 101)0 pS,' nor} -concurrent live load. . 4 • . 4 4 • 4 Defl$ctionlneets U360 live �dncrL/240 total load. Creep increase factor for dead load is 1.50. 44 . All wind load cases on this truss have a 1.33 duration factor, .. 1 4 4 r . . . . r r , . . 4 4 4 13' T 1112X4 =3X4 3X5 =3X4 1112X4 29'6" DESIGN CRR•FBCIOHVHZAES/TPL2007 FT/RT•20%(O%y I(0) QTY= 1 TOTAL= 1 .. I KUSSES REQUIRE EX REME CARE IN FABKICA i ING, HANDLING, SHIPPING, INSTALLING AND BRACING. ROFBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 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 GRADE40/60 (W,K/H,SS) GALV. STEEL, APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 R=1790# U=1018# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669787 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B8 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP 43-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 2004 movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.38 ft. from roof edge. DESC. = B8 PLT. TYP -WAVE 6.3/16" 11' 7'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 22.76 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with addyionaeQBO member design & reactions. 14 Bq(t(im cbordcheck!d tpr 10•90 p.f nor concdlrpnt live load. DefIAction rtSeets U3f0 livelmd U240 total load. Creep increase factor for dead load is 1.50. • All wind load cases on this truss have a 1.33 duration factor. t • • t 11' • • 1 • • • , • • • , 4 • t • R=1790# U=1025# RL=209/-209# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX (954)97849W 3020 N.W. 16th TERRACE POMPANO BEACH, FL 33064 29'6" DESIGN CRn-FBc10M/HzaES/TP1-2(107 FT/RT•20%(0%y 1(0) QTY= 1 TOTAL= 1 ••V1/ARQ NIN•• I MUSSES NtUU IHS t X I HEMS CANE IN J ABHIC;A IIN(i, HANDLING, SHIPPING, INSTALLING AND BFiAGING. R TOtS1CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 8RACING OF TRUSSES. DESIGN 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,K1H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 R=1790# U=1025# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1 .25 SPACING 24.0" c\ SEQ = 669788 SCALE =0.1875 IREF 1 DATE 12-12-2013 DRWG O/A LEN. 290600 JOB #: 13HS341F TYPE COMN CM Job:(13H8341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / 89 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-1313 :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MW FRS loads based on trusses located at least 11.40 ft. from roof edge. H- 5'2-1/16" -.-1 DESC. = B9 PLT. TYP.-WAVE 6-3/16" 12 5 112" f --3X 2'2" 0 1114X5(R) 170 mph wind, 22.80 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFR, with addijlonale3V member design & reactions, BoAm ctlrrdrehgck8d f'r 41/10 psf norAconcuirant live load. 4 ' 4 . 7. g a Deflectioninleets U310 live Snd-L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 1 . 4 t ' ' 4 . 4 1 + 4 4 , , . 4 4 , 4 4 4 , . . 7'2" / X. R1 -5X6 9' 2X4 6 v 9' M iD 4X6(62), I R=1790# U=1047# RL=212/-211# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16r1 TERRACE POMPANO BEACH, FL 33064 III.X4 -4X8 -H0310 3X8 29'6" •.�.DyyESSIIGNN��CC��JJRFT"FBC10HVNZRES/TPL2007 FT/RT.20%(0%)/1(0) QTY= 1 TOTAL= 1 REFEF2.TCSECSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE NSTITUTE,1311• .A`INU. 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 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, 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1790# U=1051# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" fu SEQ = 669789 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / 510 Top chord 2x4 SP #2 N -13B :T3 2x6 SP SS -13B: :T4 2x4 SP SS -13B: Bot chord 2x4 SP #2 N-138 Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1 50. All wind Toad cases on this truss have a 1.33 duration factor. 3X6(85 6-3/16" 3X 6.1 11'2" 12 5 4'2" 6'10-1/2" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.80 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFR4S•with adddionaIOSC member design & reactions. •• • (a{ or Sett!r slab br&:e ••game Size 480% Ieriith of web member. Attach with 10d Box or Gun (0.128"x3",min )nails @ 6" OC., • • • • . ! • • • • • BoNgm chord• checked for 10.00 psf non -concurrent live load. 1 t Truss checked for 200# novible come trated load along Bottom Chord, nonconcurrent with design gravity loads. • • • • • • MW FRS loaf's b6sedton !ruses located al least 11.40 ft. from roof edge. • • • •• • • • • 4. • • • • • • • 4X5 1112XT3 7X6fSRSl =4X6 (a) 7' 3'5 Li" 1 3X4 R=1333# U=819# RL=212/-212# W=6" (Rigid Surface) DESC. = B10 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TI L: (954) 975-3384 FAX: (954) 978-8980 3120 N. W- 16th TERRACE POMPANO BEACH, FL 33064 22'1" 3X5 3X4 29'6" P9 =3X6 7'5" R=1863# U=953# W=6" (Rigid Surface) R=568/-21# U=339# W=6" (Rigid Surface) QESSIIGNNN��CC�JJR( FBC10/NAHZESRP1.2007 FT/RT.20%(0%)/ 1(0) QTY= 1 TOTAL= 1 EFER 76Bc Rsi (BUILDING COMPONENT SA ETY NFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE.eHACNG. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (14/000 TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669790 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE CO MN Job:(13HS341F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #1 Dense -138 Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.15 ft. from roof edge. 6-33/16" 3X6(B2 3X4 6-1/4 12 5 8'10" 2X4 H R=1391# U=840# RL=152/-159# W=6" (Rigid Surface) DESC. = C1 PLT TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3354 FAX: (954) 978-5980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 4'8" 5X6 170 mph wind, 22.31 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with adcktionaloS•C member design & reactions. 14 4 t 4 4 Bo tom ct->rdrheckdd fGr 13/,10 psf nor4concufr�nt live load. + 4 , 4 4 . i .4 1 Defl tioneeets U310 live Snd'L/240 total load. Creep increase factor for dead load is 1.50. All wlnd load cases on this truss have a 1.33 duration factor. 44 8'10" =4X6 4 t 44 1 , 4 T (0 3X4 =3X4 =3X4 22'4" DESIGN CRIT.FBCIDHVHZRES/TP1.2007 FT/RT40%40%y 1(0/ QTY= 1 TOTAL= 1 "U/pR TNB.. 'PUSSES REQUIHt 6.X1 REM6 CAKE IN FABHICAIING, HANDLING, SHIPPING, INSTALLING ANL) BRACING. R�EFFEERR TO BCS' (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1252# U=672# W=6" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669792 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 220400 JOB #: 13HS341F TYPE COMN Job.(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C2 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 6-33/166" 3X6(B2 3X4 6-1/4 12 5 6'10" 5X6 8'8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.89 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MW FRS with additionak:8e, member design 8 reactions. BOAR,clylid,checktd f�,r 1)�0 psi Horn conculrent live load. Defle ,tion rA.ets U3Ga live tnd•11240 tolal load. Creep increase factor for dead load is 1.50. • • All &ihd load cases on this truss have a 1.33 duration factor, 5X6 .. / • • . • • . 444 ( •444 • • . 6'10" • HH R=1391# U=847# RL=123/-130# W=6" (Rigid Surface) DESC. = C2 PLT. TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. /646 TERRACE POMPANO BEACH, FL. 33064 22'4" DESIGN CRrM1FBCIOM/HZRES/fPI.2007 Fr/RT•20%(O%y 1(0) QTY= 1 TOTAL= 1 ••W AR JIN�•• 1 KUSStb KEUUIKe CXI KeMt CAKt IN FAbKICA Z INC, HANDLING, SHIPPING, INSIALLINu ANU IHACING. R CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC, 3. A SEAL 014 THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1252# U=679# W=6" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669793 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 220400 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF 1 C3 _ THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at -1.33 to 92 plf at 4.83 TC- From 92 plf at 4.83 to 92 plf at 30.06. , t TC- From , 46 plf at )0.06 td' '46 pH At P 7.50 . Tcc ;,:ron4 92 plf at 17'501o, 92 If at t2.33 ' , BG.crom 23 5f at Q. J0 tin 70 plf at 10.06. t BC-47rorr,' 10 plf alr10.068. ',0 plf at 17.47 B - rom 20 plf at 17.47 to 20 plf at 22.33 PL6- .rom 10 plf at -1.29 to 10 plf at -0.10 TC- 189.95 Ib Conc. Load at 11.44,13,444,15.44 TC- 484.19)bfonc.i_oaC at',7.47 , BC- 247.00 h Ce nc.i_oa6 at'.1.44,1444,15.44 BC- 512.84 hfonc.4'..Dad at 1,7.47 , , 11 Truss checker' for 200(1 mLvable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Top chord 2x4 SP #2 N -13B :T2 2x4 SP #1 Dense -13B: Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lu.0,ber grades designated with "13B" use design values approved 1/3012013 by ALSC 170 mph wind, 21.48 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpI(+/-)=0.18 Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psi non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 12 5 4X6(A1 6 3116 3X4 6-1/4 4'10" =5X6 4X5 12'8" T2 3X4 410" 6X6 R=1966# U=872# W=6" (Rigid Surface) DESC. = C3 PLT. TYP: WAVE • FLORIDA QUALITY TRUSS TO,: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, PL 33064 4X5 B = 3X6 22'4" DESIGN CRR=FBCIOHVHZRES/TP1-2007 FT/R1=20%(0%y 1(0) QTY= 1 TOTAL= 1 RWyy�A16WN1�NN66" TRUSSES HEOUIHE EXTREME CARE IN I-ABHICA 1ING, HANDLING, SHIPPING, INSTALLING AND BRACIN ,. 6FEI l d SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. 1 4X10(83° retita 721 1 R=2567# U=1009# W=6" (Rigid Surface) REV. 12.03.03.0225.14 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD.. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 704267 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM 0/A LEN. 220400 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / H2 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 5' =4X5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additonal(..?,i; member design & reactions. (H1,) (J) 1 luJer notcaq:ul3tvd (1)1.b(619.? SS -fait supporting rrenbtr. , it 4, , �Jt Defgtion meets L/360 live and L1240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have .4 1,33 duration factor. 5' . . 4 44, ... .. DESC. = H2 PLT. TYP -WAVE I---- 1,4„ --1 R=703# U=901# RL=95/-102# W=6" (Rigid Surface) FLORIDA -' QUALITY TRUSS TEL: (954) 9754384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 10' DESIGN CRR•FBCIOHVHZRESRP62007 FT/RT•20%(0%y 1(0) QTY= 2 TOTAL= 2 REFER 76BCSI )BUILDING COMPONENT SAFETY ';1117041-1/410;:t D BY TPI (TRUSS PLATE NSTITUTE,tlHACINU. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/18GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL, APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P11 SEC. 2 fD R=552# U=655# H = H1 REV. 12.03.03.0225.14 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 704262 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 10 JOB #: 13HS341F TYPE COMN Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / EJ7 Top chord 2x4 SP SS -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L1360live and L1240 total load. Creep increase factor for dead load is 1.50. T 6-3/16" ��3X4 6-1/4• DESC. = EJ7 PLT. TYP -WAVE sz_ THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional iq,c member design & reactions. Bottom chprb pheckeC fat 11.gO psf,714oncurlant live load. All wi d load'. ases oq finis trrssl,ave a 11.33 duration factor. • 4 • , • • • 1 1 • ' • • 4 4 4 4 4 • R=291# U=322# NAILED j•-•--1'4" _I_ R=545# U=425# RL=296/-30# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS 1-------L-----i TEL: (954) 975.3384 FAX (954) 978-0980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 DESIGN CRRNFSCIOFIVHZRES/TP1.2007 FT/RT•20%(0%)/ 1(0) - 7' QTY= 5 TOTAL= 5 -•�yy��ppNN��NN((yy • • •. - r• • . • : •7. • REFER 76BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC., SHALL N07 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. _1 3'5-3/16" 3'11-15/16" R=131# U=29# NAILED SEQ = 669807 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.0psf I REF TC DL 15.Opsf I DATE 12-12-2013 BC DL 10.Opsf I DRWG BC LL O.Opsf I cm TOT.LD. 55.Opsf O/A LEN. 7 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7B Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC All wind load cases on this truss have a 1.33 duration factor. 1 6-3/16' j 3X4 6-1/4" DESC. = EJ7B PLT .TYP-WAVE 4 FLORIDA QUALITY 'TRUSS TEL: (954) 975-3384 FAX: (954) 978-6960 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional Rc member design & reactions. / 1 I Botta .i dirt check& for 10.00 psf1 noh 4oncurcent live load. / 1 N [ 1 1 1 1 Deflection ml ets U36p dve and' J240 totll loan. dreep increase factor for dead load is 1.50. 1 1 MW1'P.S loads based on trusses located at least 10.96 ft. from roof edge. 1 1 1 � 1 1 1 1 1 1 4 1 / 1 1 A 1 R=252# U=281# NAILED H.---- 1,4" 1'5-5/8" 1'2-3/8" 7' R=545# U=425# RL=296/-30# W=8" (Rigid Surface) 4'4" DESIGN CRIT•FSC10HVKTRES/TP42007 F171RT'20%(0%)/ 1(01 QTY= 4 TOTAL= 4 yyyypplRNNi�(,1 11 1f'RRUSSES REQUIRE EXME CART: IN PAl8HILATING, HANDLING, SHIPPING, INSTALLING AND BRACIN.. REFER'TO CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P11 SEC. 2. M R=137# U=70# NAILED 3'11-15/16" REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" (t) SEQ = 669808 SCALE =0.7500 REF 1 DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7A Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N-136 Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC #1 hip supports 5-0-0 jacks with no webs. Left side jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang, All wind load cases on this truss have a 1.33 duration factor. I_ I- T 6-3/16" 3X4 6.1/4" DESC. = EJ7A PLT. TYP: WAVE — 5' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. • v' Right end vertical rt.): exposed lo; i tjf Uressuta Jd (H1) = (J) Hanger nq' calqif. ted (2)2x8 P, s.139 , supporting member.. . 41. • • • Deflection meets 1)360 five and 0240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# 4o at]le cbncA,ltra(ed loadolpng Bottom Chord, nonconcurrent with design gravity loads. " , , " 4I : t 4 , , :a 1---1'4" --I R=650# U=336# W=6" (Rigid Surface) DESIGN CRIT.F6CIOHJMZAES/TPF2007 FT/RT•20%(0%y 1(0) QTY= 1 7' TOTAL= 1 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16th TERRACE P()AtPAh(() BEACH, P1.. 33064 RER I t EFt.. . . E . �. CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUU TE, 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. NCPRINSTALLATION CONTRACTOR. ENGINEERED CTS,ISSHA NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: FAILURE TO BUILD THE TRUSS N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC, 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 R=696# U=331# H = H1 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf 1 DUR.FAC. 1.25 SPACING 24.0" SEQ = 669809 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM 0/A LEN. 7 I JOB #: 13HS341F I TYPE HIPM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7C Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #2 N-138 Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC #1 hip supports 5-0-0 jacks with no webs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. T 6-3/16' 3X4 6-1/4- DESC. = EJ7C PLT. TYP: WAVE 5' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. (H1) = (J) Hanger id caIGi (d (2)2x8 SP S4 -0B supporting member.: • • . Left side jacks ha'4 5 0-a 4,etback with 0-01) 4nt and 114-0 oveyhang. End jacks have 5.0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 0-0-0 setback Ai 0-060 aunt and 0-0-0 overhang. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. •• • • • 4 • •• • •• 11 4• • • • -' • • • • V 1114X5(R) 3X4 FLORIDA QUALITY TRUSS I TEL: (954) 975-3384 FAX: (954) 978-89g0 3020 N.W. 16Th TERRACE POMPANO BEACH, FL 33064 7' 1'4" - I- 1'5-5/8" -I- 1'2-3/8" R=650# U=336# W=8" (Rigid Surface) 4'4" DESIGN CRR•FSC10HVHZAES/TPI-2007 FT/RT420%(0%)/ 1(0) QTY= 1 TOTAL= 1 yyoNINp INSTILLING TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, AND BRACIN9. REFER 7CSBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TP) (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC 2. =r R=696# U=331# H = H1 REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf 1.25 DUR.FAC. SPACING 24.0" SEQ = 669810 SCALE =0.7500 1 REF 1 DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE HIPM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ5 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind toad cases on this truss have a 1.33 duration factor. 1 6-3/16" 3X4 DESC. = EJ5 PLT. TYP: WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checydd for 1L.00 psf nqn-conccl7ent live load.` Truss checked for 243# mc••able concetltraf C Toad alogg Bottrl Chord, nonconcurrent with design gravity loads. • • • • ' . . • , ' ' . 4 4 . • . P.=1.470 U=261# NAILED FLORIDA QUALITY TRUSS k�--t'EL (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 16th TERRACE • POMPANO BEACH, FL 33064 1'4" ri- R=438# U=396# RL=252/-30# W=6" (Rigid Surface) 5' DESIGN CRIT•FBC1011VHZRESRP1-2007 FT/RT•20%(0%y 1(0) QTY= 3 TOTAL= 3 y�yyqq((yyN1�i�N�,No TRUSSES REQUIRE EXTREME CARL IN FAHRICATINU, HANDL (17, IPPING, INSTALLING AND BRAC))&.. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. -, R=249# U=25# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf 1 DUR.FAC. 1.25 SPACING 24.0" SEQ = 669813 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 5 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJSA Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord chedld fob 11100 psf nen-conpujrent live�oad. Deflection meets 43O Geep increasetactor for dead load is 1.50. All wind load cases on thistruss have a 1.33 duration factor.. 4 ## • 0 r . 4 • • , • R=19414 U=250# NAILED T H DESC. = EJ5A PLT. TYP-WAVE FLORIDA QUALITY TRUSS TEL.: (954) 975-3384 VAX: (954) 978-9980 3120 N.W. 16th TERRACE • POMPANO BEACH, FL 33064 1'4" - 1'1-3/8" R=438# U=396# RL=252/-30# W=5" (Rigid Surface) 1'3-5/8" -1-- 5' , INSTALLING AND ��DyyESIGyNNN��CNNQM•FBC10HVWAESRPI.2007 FVRT+20%(0%V 1101 QTY= 1 TOTAL= 1 TRUSSFSI�ER. Yd SCSI (BUILDIING COMPO ENTREQUIREISAFETY IREMEA FNE ORMATTION), PUBLISHED BY TPIIN 1-ABHIC1ING, HANDLING, (TIPPINGRUSS PLATENS TUTE,BRACING. RE 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, •.(MpORrANr " 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 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 PLATES ARE MADE OF 20/18/16GA (W,HISS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC, 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSITTPI 1 SEC. 2. 2,7" (0 R=104# U=37# NAILED SEQ = 669814 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.Opsf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf O/A LEN. 5 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE EJACK Job:(13HS341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / EJ48 Top chord 2x4 SP #2 N-136 Bot chord 2x4 SP #2 N-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/3012013 by ALSC Deflection meets L1360 live and L1240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. T 6-3J16" 3X4 DESC. = EJ48 PLT. TYP: WAVE v Kr/ e + THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.48 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checket for) 0.00 psf nop-concyr;ent live load. Truss checked for 200# mo 43tle toncerflra8.d loadaloli Bottom:Ohord, nonconcurrent with design gravity loads. • t .fff t 1 .. 1 1 4 t t rt 11b0/0 t1=254# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" R=430# U=393# RL=247/-30# W=6" (Rigid Surface) 4'10" DESIGN CRR.FBC10HVHZRES/TP1-2007 FT/RT.20%(0%51101 QTY= 4 TOTAL= 4 ��yrppppNN��NNTC. - 01.•. . . ; . , • ... , . • - . . . . . ,, REFER i6 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P11 SEC. 2 _ I- R=247# U=25# NAILED REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669815 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 41000 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J48 Top chord 2x4 SP #2 N-135 Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Wind loads based on MWFRS with additional C&C member design & reactions. (H 1) = (J) Hanger not calculated (1)2x6 SP SS -13B supporting member. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. At wind Toad cases on this truss have a 1.33 duration factor. =2X4(A1) 6-3/18" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Special loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC- From 92 pif at 0.00 to 92 pif at 4.83 BC- From 10 plf at 0.0010 10 pilaf 4.83 BC- 552.40 Ib ConcLoad at 0.90, 2.90 170 mph wind, 21.75r1 mean kgt,•ASCE•:-1(1'dLOSE 1 t,idg, ti aited anywhere in roof, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0:osf. G9pi(+/-)=0.1,8• t ' • , ' Right end vertical not exposed to wind pressure. ' Bottom chord checked for 10.00 psf non -concurrent live load. • r Truss checked for 200# mtatlle concentrajed load pldng Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses lot,atetl atleast 1438 ff. from roof edge. • 1112X4 R=948# U=482# RL=193# W=6" (Rigid Surface) DESC. = J48 PLT. TYP: WAVE ( FLORIDA QUALITY TRUSS TEL: (954) 975-3384 VAX: (954) 978-8980 3) 20 N. W. 16th TERRACE • POMPANO BEACH, YL 33064 R=652# U=339# H=H1 DESIGN CRR•FBC1011VH2R60 PL2007 FTRRTQ0%(0%Y 1)0) QTY= 1 TOTAL= 1 �y� f�,jJi�N . TRUSSES REQUIRE EX HEMI CARE IN FA8HICA i IND, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER- (0 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. '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 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.0225.14 TC LL 30.0psf TC DL 15.Opsf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 704265 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 41000 JOB #: 13HS341F TYPE MONO THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.09 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MW FRS with additional C&C member design & reactions. Bottom chord checljet, for 10.00 psf nog -concurrent live load. Truss checked for 20')# mo1)aaletoncerl.ratnd bagaId41� Bottom'Chord, nonconcurrent with design gravity loads. • • • • • Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ3 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-138: Lumber grades designated with"13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. T 6-3/16" 2.3X4 DESC. = CJ3 PLT. TYP: WAVE 4s • 1 • • 1 • • • • • I • • • • • • ' • • . R=102# U=247# NAILED FLORIDA QUALITY TRUSS TEL; (954) 975-3384 PAX: (954) 978-8980 3/20 N.W. 166 TERRACE POMPANO BEACH, FL 33064 1'4" -1- R=357# U=609# RL=329/-29# W=6" (Rigid Surface) 3' _t R=226# U=17# NAILED OESIGN CRR•FBC1014/HZRES1TPL2007 FT!RT•20%(0%)/ 101 QTY= 6 TOTAL= 6 n SSSS REQUIRE (X1 NEME CANE INFABRICA TING, 114,011'.,,ii Y=/r r'ING, INSI AILING AND BRr,YN%. REFER 1'c CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. «IMPORT NT« 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 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 IF'). ALPINE CONNECTOR PLATES ARE MADE OF 20/18/169A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI ATED ON THIS 112002 SEC. 3. , POSITION EA SEAL ONR G S OA -Z. ANY HIS INSPECTION 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. • • 4 . • . REV. 12.0 3.03.0 225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1 .25 SPACING 24.0" SEQ = 669831 SCALE =1.0000 1 REF DATE 12-12-2013 1 DRWG CM O/A LEN. 3 JOB #: 13HS341F TYPE JACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / CJ3A Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. i0 01 6-3/16" v th DESC. = CJ3A PLT. TYP: WAVE - 3' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.09 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord cher keL for :0 00 psf nop-concurrent live load. Deflection meets U3d9 live 9nJ Lr240 toil I j -"i. Critep'.rt,rease f; ctor for dead load is 1.50. All wind load cases' olu this truss have a 1.33 dufation fao}or. , R=211# U=263# NAILED Ti FLORIDA QUALITY TRUSS TEL: (954) 975-3384 PAX: (954) 978-8960 3120 N.W. 16111 TERRACE POMPANO BEACH, FL 33064 1'4" _ I _ 2,5" R=356# U=608# RL=329/-29# W=5" (Rigid Surface) H 7" H OESIGN CRrr•FBC1011VHZRES/TP1.2007 FT/RT•20%(0%y 1(01 QTY= 2 TOTAL= 2 /L0 REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACIN3. REFER'1'06-RCS' (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NM (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1.2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P11 SEC. 2. • , 1 • • • • SEQ = 669832 REV. 12.03,03.0225.15 SCALE =1.0000 TC LL 30.0psf REF TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" DATE 12-12-2013 1 DRWG O/A LEN. CM 3 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAV IE RO -TRADITIONAL- LOT 59d FL LW RF 1 CJ 1 Top chord 2x4 SP #2 N -13B Sot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meet-, L/360 live and L/240 total Toad. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 1 6-3116" 1.2.3X4 DESC. = CJ1 PLT.TYP-WAVE R=-51# Rw=143# U=61# NAILED FLORIDA QUALITY TRUSS rLL: (954) 975.3384 FAX: (954) 9784980 3120 N. W. 16ch TERRACE • POMPANO BEACH, FL 33064 1'4" - I - 1' H R=353# U=670# RL=212/-28# W=6" (Rigid Surface) R=200/-11# U=13# NAILED THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 20.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT Il, EXP C, wind TC DL=5.0 psf, wind BC DL=5,0 psf. GCpi(+/-)=0.18 Wind loads based on MWFi'.f withedpitionalf4 nrfr111er design & rredions. Bottom chord checked for 10;00 pisftion-concv.rent (veioad. ; Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. T, „ = 8 TOTAL= 8 R NORTHEE (BUILDING ISUITE O 2PONE NT SAFETY '~ (WOOD S L DESIGN CFR•FBLIOHVHZRESRPL2007 FT/RT•20%(O%y 1(0) .. ,..r.r � w,r"1Wti"�;.GG,ar::r:';,4b,h\J,t,�il.�n;`:✓er;vv uv. T�� (INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 AND WTCA WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18I16GA (W,H(SSIK) ASTM M53 GRADE 40)60 (W,K/H,SS) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC, 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 ## 1 I , , 1 1 1 1 REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669833 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 1 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / HJ5 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions bui ed or Tv1 VFRS.. , , ' ' • . • • 4 44 �� Hipjack supports 5-0-0 setba-k jacks with no Nabs.: • ; 1 4 ' 4 • , Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 11 • 4 4 4 44 4 4 4 4 • 4 4 , 4 4 R=318# U=219# NAILED DESC. = HJ5 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE • POMPANO BEACH, FL 33064 1'10-5/8" R=470# U=200# W=7-3/4" (Rigid Surface) 7'0-1/8" DESIGN CRR•FBCIOHVHZRES/rP1-2007 FTIRT•20%(0%)/ 1(0) QTY=A 2 TOTAL= 2 RSt 4•Wep�ll/t•• nUSStS Kttlullic cA I FICMC l.hlrtt IAV rHOf\11.A, IiV�i, r:;,/,;,;1_;14d,1Vu, Jhir 4-'IiV �i, {UVJ Ir1LLIIVIi NU CIWI.INI,. "TOCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC., SHALL NOT 8E 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3, A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. r` (N ZD 'r) R=268# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669835 SCALE =0.7500 REF DATE 12-12-2013 DRWG O/A LEN. 70002 JOB #: 13HS341F TYPE HIP JACK CM Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / HJ5A Top chord 2x4 SP #1 Dense -138 Bot chord 2x4 SP #1 Dense -138 Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "1313" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 1 DESC. = HJ5A PLT. TYP: WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0,18 Wind loads and reactions bQs:r4d on I1I1I1/FRS.• Hipjack supports 5-0-0 setba'l< jacks with'no mortis. ' ' ' t Deflection meets U360 live'and L/240 total load. Creep increase factorfor dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. t , • �• R=282# U=185# NAILED t FLORIDATTT QUALITY i i TRUSS TEL: (954) 975-3384 FAX: (954) 970-8980 3120 N.W. 16th TERRACE • POMPANO BEACH,. PL 33064 1'10-5/8" 2'0-3/8" - R=470# U=200# W=10-9/16" (Rigid Surface) 1'8-1/8" =1= 7'0-1/8" DESIGN CRIT•FBCIO1•11/HZRES/TP(.2007 FT/RT•20%(0%)/1(0) QTY= 1 TOTAL= 1 "LVpptdlM(y' T Ku$ocb ncUo,r4t cv. a r,c;vit ('Arlt �1� r tca;�.;:� �n;� n:ALI.i1,7j, ;in�r�,lv� iiVa I ✓.��nVvi ANO'Oic1,21 Vu. REFER-TOECSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "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 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 PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KIH,SS) GALV STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 3'3-5/8" R=156# U=8# NAILED SEQ = 669836 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.Opsf 1 REF TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" DATE 12-12-2013 DRWG CM O/A LEN. 70002 JOB #: 13HS341F I TYPE HIP_JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / HJ48 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 4-10-0 setback jacks with no webs. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 4 1. 4 4 1 4 4 4 1 4 41 4 1 4 I 1 4 1 4 I, 4 4 fI 14 R=294# U=203# NAILED h.— 1'10-5/8" DESC. = HJ48 PLT. TYP. WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-33014 TAX: (954) 978-8980 3120 N.W. 161h TERRACE • POMPANO BEACH, F.L. 33064 -I- R=465# U=193# W=7-3/4" (Rigid Surface) 6'9-1/4" DESIGN CRR•FBC10HVHZAES/TP1-2007 FT/RT•20%9%y 1(0) QTY= 1 TOTAL= 1 �WARpJINO" R SCSI (BHIULSG IiOcU.i,HtiIUvBiL, IfSMEwDJ.BYTI7TR USS PLATE IINSTITUTE, t1rWCINI',. 218 NORTH LEE STR , SUITE 312, ALEXANDRIA, VA. 22314) ANO WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. —I —i R=266# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669837 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 60904 JOB #: 13HS341F TYPE HIP JACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / MV4 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-136 Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load, See DWG VAL1 80100212 for valley details. 1• • • 1 • 1 1 1 • • • • • • • • 1 • • • 1 • 1112X4 .„3_,-23,4(.013-1:2) 1113X5 60 DESC. = MV4 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE • POMPANO BEACH, FL 33064 -8-3/8" H R=112p1f U=100pIf RL=38plf W=4' (Rigid Surface) DESIGN CRR•FBC101NHZRESRP1.2007 FT/RT•20%(0%V I/O) QTY= 2 TOTAL= 2 4IN/•• I HUgoc6Ucxnc Nc L:Arc IAD�JA I VALLwtj Am) tlHAUINU.•RRTl-SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A•Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SURABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 • • 1 • • 44444 • • 4 • 4 4 4 4 • • 4 4 4 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669839 SCALE =1.0000 1 REF DATE 12-12-2013 DRWG CM O/A LEN. 4 JOB #: 13HS341F TYPE VAL Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / MV2 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 2X4(D8R) 12 5 \% I //2// I— -8-3/8" H DESC. = MV2 PLT. TYP.-WAVE T FLORIDA QUALITY TRUSS ( L T 1 TEL: (954) 975.3384 FAX: (954) 978-9980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 R=223# U=127# RL=57# W=2' (Rigid Surface) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 22.56 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. See DWG VAL180100212 for valley details. I• • •• • • 4 4 • 4 4 , t •4 4 1 4 4 4 DESIGN CRR. FBCIOHVHZRES/TPI-2007 FT/RT•20%(0%)/ 1(0) QTY= 2 TOTAL= 2 EFERT6B , IHUSSES HtUUINE EX1 HEMI CARE IN FAHHICA IING, HANULINU, SHIPPING, INS IALLING AND BNACINIi. R CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MAGE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 • 4 I 1 4 a 1 • • 1 1 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669840 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 2 JOB #: 13HS341F TYPE VAL THIS ANCHORAGE AND RESTRAINT OF LATERAL BRACING IS A DANGEROUS CONDITION 4 SHEATHING FIG. 1 COMPRESSION WEBS, TO PREVENT THIS BEFORE AND AFTER FAILURE ANCHOR BUCKLING. OR RESTRAIN THE LATERAL BRACING( CONTINUOUS LATERAL BRACING (CLB) MAINTAINS SPACING. BUT PERMITS LATERAL BUCKLING OF ALL WEB MEMBERS AT THE SALE MR. BEARING FOR TRUSSES FIG. 2 ANCHORAGE BY BUILDING DESIGNER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). SHEATHING USE METHOD SHOWN IN FIG. 2. 3A & 3B, OR ANOTHER STRUCTURALLY SOUND METHOD SPECIFIED BY PROFESSIONAL ENGINEER OR ARCHITECT. FIG. 3A DIAGONAL BRACE RESTRAINT (DBR) WITHIN THE UNIT (3A d1 3B1 ANCHORAGE (BY BUILDING / DESIGNER) INTO SOLID END *PPM= WALL — RESTRAINS LATERAL 46\ BRACING, THEREBY \\\ \\\ \� PREVENTING WEB BUCIL.DNG. !RA CEILING Building Components Group Inc. Earth City, MO 63045 • COMPRESSION WEB DBR MAY TRAVERSE LORE THAN TWO TRUSSES. DEPENDING ON TRUSS HEIGHT. THE DRAWING PELOX /FIG. 311) $yj)WS HOW TO RESTRAIN THE �'ONI�1N1 Oi>S 1.A'{EEN. BRACIAG (CIA -Mi). WHEN ANCHORAGE iG NP'11 AVAIILBLE :15: SHOWN', IN excl. 2 THE DIAGONAL BRACE RESTRAINT (DBR - :.) MEMBERS ARE 2X4'S, THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM CHORDS.. THE RIAGONAL PRATE MAY BE ATTACHED DIRECTLY TO THE 40 OR,10,THg WEB:OPPOSITE THE CLB. USE THE SAME NAILING SHOWN '1N AV. 3A.' FIG. 3B EXAMPLE TRUSSES„,,,,= -5 COMPRESSION WEB, SLOPING OR VERTICAL. OR WEB NEEDING BRACING. 2X4 #3 OR STUD GRADE DBR NAILED TO OPPOSITE SIDE OF WEB AND REPEATED AT APPROXIMATELY 20 FOOT INTERVALS TO RESIST LATERAL MOVEMENT. ATTACH TO WEBS WITH (2) 16d COMMON (0.182' X 3.6',10N) NAILS. sa1666110. MD AND 7011011 AIL 5OT61 at TEN 616011 Tram molts *Ammo mo sere fa fal.t.11aa, karllhaL skipping. la.taDlaa and brogans. War to and f.D.w NM (loading c•••”•••t sa•ty hdra.tt.n, b7 171 gad WW461060TOA) for ..m• W461060 Det. Perfer6101 m them h.tirn h.leDare pr.nlde tem= bn.6 per Dt1a. pals Med otherwise. tap shad .h.D hrro ar.a.rb .M.nh.d .truala+l paa.ir . 4 b.item shed shall hase n properly attaeh.d rigid retinaY_ b IT.. a� Ude job's ob' Orli .. pad f of lafa� t a~ ieataIIad per MCdi "DQOSTANT.' MOM COPY OF T® DM= TO DIRALIATON CONTRACTOR. m *Bemis Cesaposeata Orap s.. 2�711i0y0) shall not MemasedU f.�d. r say eal.a iren this dodge, faro . to. bo0d the trues la ..f.e.ab.. atilt 11.1. 0 1. rbi6.. . se g. .df.g..btplap lasla6ag & Idea .0 hods..•. 176109 seansetr plates are made of 60/11/180A (W.11/1/1) 1!!Y A163 Brad. 97/40/60 O�/1.9) awl.f Apply plates t. sash a .f tang, p.atlt.e.d es shove .b.r...d es Mal D.wla. A "seal a ilu drawly r ears p.p. Wieder .o..pt n.. end prd..dwN ndn«rina r.oprefleiy ..lab for the true .. peeet dodo W.ra. Th. .9401011 F .ed nee .1 Mb .s.p•..n0 for say MINlag 1. the r..psed1411y ad t1. Nslldhed D.dgeo pr 1167 1 hes. L 717-106: var.ftwei..es; 7pi:.ww.tpinaLeeaa k wawrbatndn t�F.es4 ICI} nnw.Lemte..r6 REF BRACE RESTRAINT DATE 1/1/09 DRWG BRCLBANC0109 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI Guide to Good Practice for Handling. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI-B3 Summar,/ Sheet - Permanent Restraint/Bradnq of Chords & Web Memh ers for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ningun modo que identifique la frecuenda o localizadon de restriction lateral y arriostre diagonal temporales. Use las recomendadones de manejo, instaladon, restrimon y arriostre temporal de los trusses. Vea el folleto @CSI Guia_de Buena Practice para el Manejo. Instaladon. Restriaion v Arriostre de los Trusses de Madera Conectados con Playas de Metal para inforr adon mas detallada. Los dibujos de diseno de los trusses pueden espedficar las localizadones de restriction lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BCSI-B3 - Restrioc!on/Arrv,stre Permanente rte Cuerdas v Miemhros Secundarios para mas informadon. El resto de los disenos de arriostres permanentes son la responsabilidad del Disefiador del Edifioo. © The consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, levantamiento, instaladon, restricdon y arrisotre incorrecto puede ser la caida de la estructura o atin peor, heridos o muertos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando carte los empaques. HANDLING - MANEJO Avoid lateral bending. — Evite la Flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. EI contratista tiene la responsabilidad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. Use special care in windy weather or near power lines and airports. Spreader bar for truss Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. QUse proper rig- ging and hoisting equipment. Use equipo apropiado para levantar e improviser. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Q! Warning! Don't overload the crane. iAdvertenda! iNo sobrecarga la grua! (S) Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use solo los empaques para levantar un paquete. No levante un grupo de empaques individuales. A single lift point may be used for bundles with trusses up to 45'. Two lift points may be used for bundles with trusses up to 60'. Use at least 3 lift points for bundles with trusses greater than 60'. Puede usar un solo lugar de levantar para paquetes de trusses hasta 45 pies. Puede usar dos puntos de levantar para paquetes mas de 60 pies. Use por lo menos tres puntos de levantar para paquetes mas de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALACION POR LA MANO DE TRUSSES INDIVIDUALES Waming! Do not over load supporting structure with truss bundle. iAdvertenda! No sobrecargue la estructur apoyada con el paquete de trusses. QPlace truss bundles in stable position. Puse paquetes de trusses en una posldor estable. QTrusses 20' or less, sup- port at peak. Levante del pico los trusses de 20 pies o menos. E- Trusses up to 20' - Trusses hasta 20 pies Trusses 30' or less, support at quarter points. Levante de los cuartos de tramo los trusses de 30 pies o menos. F Trusses up to 30' - Trusses hasta 30 pies HOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUAL Hold each truss in position with the erection equipment until top chord temporary lateral restrain is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grua hasta que la restriction lateral temporal de I cuerda superior este instalado y el truss este asegurado en los soportes. Q Warning! Using a single pick -point at the peak can damage the truss. iAdvertenda! El use de un solo lugar para levantar en el pico puede hacer dafio al truss. 1 HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 60' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES orea. -r bar Toe-ln IPA - �Tceti TagInne Spreader bar 1/2 to 2/3 toss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES :11.:" Approx. 1/2 —I len truss TRUSSES UP TO 30' • TRUSSES HASTA 30 PIES Locate preader bar above or stifbadr mid-hetg`t _ 2 If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to BCSI Guide to Good Practice for Handling, Installing. Restraining & Bradng 4f Metal Plate Connected Wood Truces for more detailed information pertaining to handling and jobsite storage of trusses. Si los trusses estaran guardados horizon- talmente, ponga bloqueando de altura suficiente detras de la pia de los trusses. Para trusses guardados por mas de una semana, cubra los paquetes para prevenrr aumento de humedad pero permits venti- lation. Vea el folleto BCSI Guia de Buena Practica oara el Menem Inctalaaon Restricr ',n v Ar- nostres de los Trusses de Madera Conectados con Placas de Metal para mformaaon mas detallada sobre el manejo y almacenado de los trusses en area de trabajo. Do not store unbraced bundles upright. No almacene verbcalmente los trusses sueltos. Do not store on uneven ground. No almacene en tierra desigual. Tagline Attach 10'o.a max. Air -mem iI or, \,�4\. Spreader bar 2/3 to 3/4 buss length TRUSSES UP TO AND OVER 60' _y �T!USSES HASTA Y SOORE 60 PIES TEMPORARY RESTRAINT &.B1tACING RESTRICCION Y ARRIOSTRETEMPORAL Refer to 6CSI-B2 Summary Sheet – Truss Installation & Temporary Restraint/Bracing for more information. Vea el resumen BCSI 82 - Restncoon/ Arriostre Temooral v rnstalaaon de los Trusses para mas mformaaon. IZLocate ground braces for first truss directly in Zine with all rows of top chord temporary lat- eral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss dlrectamente en linea con cada una de las filas de restriction lateral temporal de la cuerda superior (vea la table en la proxima columna). Top Chord Tempon Lateral Restraint (TCTLR) : 2x4 min. Do not walk on unbraced trusses. No camine en trusses sueltos. B ace first truss .4-- securely before e ection of additiol trusses. DL: NG, INSTALLING, RESTRAINING AN BRACING OF TRUSSES (2006 EDITION) STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los amostres de tierra. 2) Instale el pnmero truss y ate seguramente al arriostre de tierra. 3) Instale los proximos cuatro trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los planos de los miembros secundarios para estable los primeros cinco trusses (vea abajo). 6) Instale la restriction lateral temporal y aniostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esteoJesteiados. Refer to grT-R2 51lmmary Sheet - Truss Installation & Temporary Restraint/in for more information. Vea el restimen BCSI-B2 - Instalarion de Trusses v Arriostre Temporal para mayor information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES I EL RESTRICCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. 2 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metedo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas X2 4x2. { 1) TOp'CHORD — CUERDA SUPERIOR I ; Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Sparing Lgngitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 30 a 45 pies 45' to 60' 45a60pies 60' to 80'* 60 a 80 pies* 8' o.c. max. 8 pies maximo 6' o.c. max. 6 pies maxima 4' o.c. max. 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies I=f See SCSI -BZ for TCTLR options. ;7:Z1\ ` LI Vea el 6CSI-B2 para las opdones de TCTLR. otRefer to SCSI -B3 Sum- mary Sheet - Permanent_ Restraint/Bradna of Chords, & Web Members for Gable End Frame restraint/bracing/ reinforcement information. Para informadon sobre restriction/arriostre/refuerzo para armazon de hastial vea el resumen BCSI-B3 - Re - 1 -M-1 Repeat diagonal braces for each set of 4 trusses. Ground bracing not shown for darity. Permanente de Cuerdas v Miembros Secundados. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Web Members Repita los amsotres diagonales para cada grupo de 4 trusses. iagonal Bradng 10'-15' max. Same spacing as bottom chord Lateral Restraint i, 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. 7* -W4 ��. 4 Bottom chords Bottom Chords Diagonal Braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 10'-15' max. l 8 Diagonal Braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q Refer to BCSI-B7 Summary Sheet - Temporary & Per- manent Restraint( Bracina for Parallel Chord Trusses for more information. Vea el resumen BCSI-B7 - Restric- cion v Arriostre Temporal v Permanente de Trusses de Cuerdas paralelas para mas information. 10' or 15'•r� _rte j, Apply Diagonal Brace to vertical webs at end of cantilever and at bearing All Lateral Restraints locations lapped at least two trusses. *Top chord Temporary Lateral Restraint spacing shall be 10' o.c. max. for 3x2 chords and 15' o.c. for 4x2 chords. Diagonal Bracing F?/ i Repeat Diagonal Bracing / every 15 truss spaces (30') i/ INSTALLING - INSTALACION QTolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Length —s- Max. Bow ocr Max.ow .f— Length —m- � Max. Bow -. Length QTolerances for Out -of -Plumb. Toleranaas para D/50 max Fuera-de-Plomada. D/50 1(4" 1/2" 3/4" 1" 1-1/4" 1-1/2" 1-3/4" 2" CONSTRUCTION LOADING — CARGA DE CONSTRUCCION 0 Do not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con la construcdon hasta que todas las restric- dones laterales y los arriostres esten colocados en forma apropiada y segura. irN Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet - Construction Loading for more information. D (ft) 1' 2' 3' 4' 5' H T 08' Materiat Gypsum Board Plywood or OSB Asphalt Shingles No exceda las maximas alturas recomendadas. Vea el reslimen Concrete Block DCSI-B4 Caroa de Construccion para mayor informadon. Clay The Do not overload small groups or single trusses. - No sobrecargue pequefios grupos o trusses individuales. Never stack materials near a peak. - Nunca amontone material cerca del pito. Q Place loads over as many trussos as possible. - - Coloque las cargas sobre tantos trusses como sea posible. ; / 1p/ Position loads over load bearing walls. Coloque las cargas sobre las paredes soporrre-tes - - Max. Bow 3/4" 7/8' 1" 1-1/8" 1-1/4" 1-3/8" 1-112- 1-3/4" Truss Length 12.5' 14.6' 16.7' 18.8' 20.8' 22.9' 25.0' 29.2' 033.3' Height 12' 16' 2 bundles 8" 3-4 tiles high ALTERATIONS — ALTERACIONES Truss bracing not shown for clarity. Refer to BGSI-85 Summary Shrwt - Truss Damage. ]obsite Modifications & Installation Errors. Vea el resumen BCSI-B5 Da6ns de trusses- MQdific-acinnes en la Obra v Errores de Instaladon. Do not cut, alter, or drill any structural mem7e7k7 a truss unless ▪ specifically permitted by the Truss Design Drawing. No carte, altere o perfore ningtin miembro estructural de los- - - - trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcaon o han sido alterados sin una autorizacion previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Toms Designer rely on the presumption that the Contractor and crane operator (6 applicable) are professionals with the capability to undertake the work they have agreed to do on any given project If the Contactor believes 6 needs assistance m some aspect of the construction project, it should seek assistance han a competent party. The methods and procedures outlined In this document are intended to ensure that the overall construction techniques employed will put Ne trusses Into place SAFELY. Txse reconmendabons for handhng, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel Involved with truss design, manufacture and Installation, but must, due t0 the nature of respolsbilibes Involved, be presented only as a GUIDE for use by a qualified Building Devgner or Contractor. It Is not Intended that these recommendations be Interpreted as superior to the Bulldog Designer's design specification for handling, Installing, restraining and bracing trusses and it does not predude the used other equivalent methods for restaimrg/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the Contractor Thus, WTCA and TPI expressly disclaim any responsibility for damages ansing from the use, applicatan, or reliance on the recommendations and Information contained herein. I,wtJI l TRUSS PLATE INSTITUTE 218 N. Lee 51_, Ste. 312 • Alexandira, VA 22314 703/683-1010 • www.tpinstorg 6300 Enterpnse Lane • Madison, WI 53719 608/274-4849 • www.sbcindustry corn B1WARN11x17 20061115 CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. IWEB MEMBER SIZE 2X3 OR 2X4 2X3 OR 2X4 SPECIFIED CLB ALTERNATIVE BRACING BRACING T OR L—BRACE SCAB BRACE 1 ROW 2X4 2 ROWS 2X6 2X8 1 ROW 2X4 2X8 2 ROWS 2X6 2X8 1 ROW 2X6 2X8 2 ROWS 2X8 1-2X4 2-2X4 1-2X8 2-2X4(*) 1-2X8 2-2X6(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. Building Components Group Inc. Earth City, MO 03045 T -BRACING OR , L -BRACING; , , e, , e 1 APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS.' ' , ' '' AT 8" 0.C. ,, BRACE ISA I 4 MINIMUM 80X OF WEB ' ' ' ' MEMBER LENGTH SCAB BRACING: T—BRACE OR ,; L—BRACE APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 6" 0.C. BRACE IS A MINIMUM 80X OF WEB MEMBER LENGTH NA D00Ye u0D AND 1017O11 ALL NOTES ON T1, WWI haw regetr..ora. eon in 1.brM.0 g, badHoy, .kipping. te.1.Ding and linen* 101m to ..d follow Ica (I.Oding Canapennot Dainty m1erm.U.. by TPI .ad 117C0) f@ middy pe•tl.•• prier to perforating them }o.11e.. Installers .dU p.old. to pored 4r.dog p@ Iia Unison aetd otherwise, top sherd .h.D bene f.ap@b ■t1..b.d nraetmal poor end baso ew@dLr.. p sp@lp .UeAed rind ..i. law_ thea f@ permaat lat.nl ,a.tnW d w.b...0 bans beret metal d p@ 6C0 motion. >t k 117. Ion thin )ob. Loud wise pap for ams laf@maUr. m0@OILNT•• VININAIN COPY 0? TIM DOM TO DO?Ai]LT10N CONTIAC1O1. }TV 1t.11 . Components anerem L.. OTIIICTionnan ..8 a0 M tlMg'`ba. 1.ddonut, say Mere to Mid the Wm la artwmawe allh TPI, @ }ashipping, installing body d traism mriao semmla. plates .n made of I0/1e/1I0A Y.1/!/!) ALUM AM pee. e7/40/00 WY/U) p(ahln.rod. Apply plates to sash f.in of tram positioned as shown abue and a Mat D.MW.. A owl a W. drewfy @ e@@ page 5dicotm meeptanos and pseto.n.atl .nignse ig regee0YMy •nib }@ the tram component denim enema. The aaltabOltp and nes ei this eeapaat }@ op lauding is W respaenyltY d the I�W� Dodoes per ANIITMI 1 I.e. it Rf-100: wwwlbbeg.eem; Tfl: ..w.tpM.t.eem; ITU mmibeindnotry.em 1CCi awwiteed•ers X T—BRACE L—BRACE SCAB BRACE TC LL TC DL BC DL BC LL TOT. LD. DUR. FAC. SPACING PSF IREF CLB SUBST. PSF DATE 1/1/09 PSF DRWG BRCLBSUB0109 PSF PSF 4 Top Bot Valley Detail - ASCE 7-101 180 mph, Chord 2x4 Chord 2x4 Webs 2x4 SP SP SP #2N, SPF #1/#2, DF -L #2 or better, #2N or SPF #1/#2 or better, #3, SPF #1/#2, DF -L #2 or better, No Attach each valley to every supporting truss withi 560# connection or with (1) ITWBCG HA4 or HA2,5 connector or equivalent for ASCE 7-10 180 mph. 30' Mean Height, Part, Enc, Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 160 mph, 30' Mean Height, Part. Enc, Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Cut from 2x6 or larger as req'd 4-0-0 12 12 Max, r W2X4 12 12 Max, r W1X3 W1X3 4X4 W1X3 6-0-0 (Max Spacing) 16-0-0 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1.00 Unless specified on engineer's sealed design, apply 1x4 'T" brace, 80% length of web, sane species and SRB grade or better, attached with Bei box (0,113' x 2,5') nails at 6' o,c„ or continuous lateral bracing, equally spaced, for vertical valley webs greater than 7'-9', For verticals oyer }0'-0' tall, apply, (2) 1x4 'T' braces, 80% length of web, same spedes t.rx)I SRIF a grade or, bPc;ter, attached with 8d box (0,113' x 2.5') nails 9'6' Top chord of t1•Gss beneath valley set must be braced with' properly attached, rated sheathing applied prior to valley truss Installation, 14 4 . . 41 MON NE ++ W1X3 Pitched Cut W2X4 Bottom Chord Valley W1X3 4 e Or . . . . Purlins at 24' o,c,. or ars ut'erwise speclfled on Engineer's sealed design, Or r .,. .. By valley trusses used In lieu of purlin spacing as specified on Engineer's sealed design. Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, Larger spans may be built as long as the vertical height does not exceed 14'-0', Bottom chord may be square or pitched cut as shown, W2X4 Valley Spacing Square Cut Bottom Chord Valley 1 W1X3 1 6-0-0 W1X3 W X4 SPL I (Max Spacing) W1X3 1 1 1 1 I 20-0-0 (++) trusses at 24' o,c, maximum spacing. Supporting Building Components Group Inc. Earth ON, MO 63045 nVARNINGIee READ AND FOLLOW ALL NOTES Ell THIS DRAWING( nINPORTANTn FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI Cluedhg Component Safety Inffornatlon, by TPI and VTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of obs shall have bracing Installed per SCSI sections 13, 17 or 110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted other.Ise. Refer to drawings 160A -Z for standard plate positions. ITV Bulking Conponents Group Inc. shall not be responsible for any devotion from this drawing, any felon to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, Installation L bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.l. For more Information se* this ,Job's general notes page and these web sites. ITWlCG, ....Ftwbcpconl TPD ....tpinst.org) VTCA, romsbcIndustry.org) ICCr .ww.iccsafe.rg W4 X4 Stubbed Valley Optional Hip End Detail Joint Detail C ommmn T-ussles at 2i' Common T1l'usses at 24' o,c. TC LL 30 TC DL 20 BC DL 10 BC LL 0 TOT, LD, 60 Partial Framing Plan 30 40PSFIREF 15 7 PSF (DATE 10 10 PSFIDRWG 0 0 PSF 55 57PSF DUR,FAC,1,25/1,33 1.15 1,15 (SPACING 24,0' VALLEY DETAIL 2/16/12 VAL180100212 0 in NOTES: 0 CJ5 In U CJ3 Lu z 0 CJ STEPDOWN HIP GIRDER U, U U 4 W CORNER JACKS HIP CORNER f END JACKS / 2'-O" f 2'-O" 2'-0' -/- 2'-0' "4- 1. DESIGN BASED ON SOUTHERN PINE LUMBER. 2. TRUSS TO BEARING CONNECTION BY OTHERS. 3. WIND LOADING BASED ON ASCE 7-10 MEAN ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II 4. APPLICATION OF TOENAILS PER NDS -2005 SET DETAIL I ** (3) 16d (0.162"x3.5") TOE—NAILS * (2) 16d (0.162"x3.5") TOE—NAILS NATE: , kid 0.440"x)3101'TU3VI AILB'MAY BE SUBSTITUTED IN: ,PIsACE 0? 16dT0E-NAILS UP TO THE MAXIMUM REACTIONS SHOWN BELOW. (2) NAILS: R:=230# • U=345# (3) NAILS: :Z=330# U' 520# , w • 4 , , -4 -4 1 1 -4 ** TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. e7ARNINCPe RZID AND p01LOW ALL NOTID ON !Ht! eiia1, Hewes rgalre extreme ooze >e fab.ieating, handling. shipping, Installing and bracelet. lister to and tallow !Cel (eafdhrg Component Safety Information. by 7P1 and 'RCA) far safety practice, prior to performing these fano!toe,. Installer, shall provide temporary bracing per BCet. Voles noted otherwise. top chord shall have propesly attached structural panels and bottom sherd shall have a properly attached Medd ceiling. Location,shown tor permanent lateral restraint d web. shall have bradnt installed per D 1 motions e, a BY. flee this job's goeral notes pate ter more information. -DeOltAllfm 11110!= COPY OP TEM DINT 70 Dt!?A17A710N CONTPAL7CD. eery ewdeag nempon.ate Groep 1.e. fr1711C0) .hat net b. ra.pmaht. for an arrLUa from this d..fp. any (.Dore to bd3a the frac fe eenlermeaa. with 717, er !a rb 1esUry, haedll� .blpptnt, la,taDing bracing e! tress.,. I'tt!CO eeensetor plates ave made d D0/1e/16GA (11.H/e/14 AWL A560 trade 37/40/e0 (r/11/11.e) gal,. stool. Apply plates to each taee d truss, petltlm.d as shown above and on Joint Details. A seal ea this drawing er deal; Pea. fhdleat...e�aLleee sad p,d.,alco.l endn.arint .aependblhty .dry !er the truss component d.dtn chew.. Th. sa aaatty and use d this a penant ter any bulldle{ isWa rape 01 I1ty .1 1h. eafdlae De0pai per aiAmit PI 1 !ea a TW -I1: wwwJWbet.oam; 7P1: www.tple.t.aee; TI A wuw.abdedaWye.m: ICC: www.feesst..erg CJ3 HIP JACK WEBS VARY CJ5 ** HIP GIRDER END JACK TC LL 20-30 PSFIREF TC DL 7-20 PSF1DATE 3/21/12 BC DL — PSF IDRWG STEPDOWN HIP BC LL 10.00 PSF TOT. LD. 37-55 PSF DUR. FAC. 1.25 SPACING 2-0-0 PRODUCT ►cru PROD CT coo€ MBABER GAUGE AHU26 AHU28 AH0210 ANU26-2 ACUTE -2 AFN1210-2 AHU48 MUM MU410 Leonel Southern Pine 40.55 Swam Gravity) HANGER DIMENSION cows RML TYPE CLEM tit. MEMEL e.#asr -"ST /46047 WIDTH Hear DEPTH U QTY _ 11/2 18 19116 51/2 11/2 18 19/16 61/2 11/2 18 19116 81/2 3 18 37/16 51/2 3 18 37/16 51/2 3 18 3 7/16 5 1/2 31/2 18 39/16 51/2 31/2 18 39/16 51/2 31/2 18 39116 51/2 PRODUCT SUPPORTED PRODUCT CODE MEMBER GAUGE AGUS26 AGUS28 AGUS210 AGUS212 AGUS26-2 AGUS28-2 AG71S210-2 AGUS212-2 AGIJS26-2T AGUS28-2T A6U5210-2T AGUSZ12-ZT AGUS46 AGUS48 AGUS410 AGOS412 AG1626-3 AGUS28-3 AGUS210-3 AGUS2123 AGUS26-3T AGUS28-3T AGUS2I0-3T AGUS212-3T 1 1/2 1 1/2 1 1/2 1 1/2 3 3 3 3 3 3 3 3 31/2 31/2 31/2 3 1/2 4 1/2 41/2 41/2 41/7 41/2 12 12 12 12 12 12 2 3/4 0.148°x1.5` 8 0.162x3.5' 2 3/4 0.148`x1.5` 12 0.162x3.5' 2 3/4 0.148'x1.5' 16 0.162`x3.5` 2 3/4 0.148xr3.0"e 8 0.162x3.5' 2 3/4 0.14853.0' 8 0.162°x33.5` 2 3/4 0-148'x3.0' 8 0.162'x3.5' 2 3/4 0.148'x3.0' 8 0.162X3.5' !2 3/4 0.148`x3.0' 8 0.162'x3.5' 23!4 0148'40 8 0-16233.5' Southern Pine (0.55 Specht Bra, HANGER DIMENSION COMMON NAIL TYPE FASTIB1S CLEAR OVERALL OVERALL WIDTH HEIGHT DEPTH 12 JOIST (m) (m) (m) SIZE 1 5(8 5 7/16 41/4 0.148xc1.5' 1 5/8 615/16 4114 0.148"x1.5' 1 5/8 8 15/16 4 1/4 1 5/8 1015/16 41/4 3 1/8 5 7/16 4 1/4 31/8 615/16 41/4 31/8 815/16 41/4 CITY 24 30 38 46 24 30 0.148x1.5' 0.148'x15' 0.148'x311' 0.148x3.0' HEADER SIZE 0.162'x3.5 0-152'x3.5` JOIST OTT 24 24 24 24 24 24 24 24 24 Group ALLo iiLE DOWNWARD LOADS ALLEA 9R1 E UPWARD LOADS LBRD RMAT1004GTBit _ . L�ilu tMJR1iTt t)�iCTOR 1 1.15 125 3350 3350 3350 3350 3655 3655 3350 3655 3655 3350 3655 3655 4095 4200 3350 4200 4200 3350 4200 4200 4250 4565 3350 4375 4565 3350 4375 4565 4375 5605 3350 4375 5845 3350 4375 5845 ALLOWABLE DOWNWARD LOADS LOAD DURATION FACTOR OTT 1 30 4925 40 6565 12 12 12 12 12 12 12 12 12 12 12 12 12 12 31/8 1015/16 41/4 3 7(16 5 7/16 4 1/4 3 7/16 615/16 41/4 3 7/166 815/16 41/4 3 7/16 3 W8 1015/16 41/4 5 7/16 4 1/4 0.148x3.0• 0.148x03.0• 0.148x31..0' 0.148`x3_0' 0.148X.0' 46 24 30 38 0.162`x3.5' 0.162X.5" 0.162x35 0.162x35• 0.162x3.5' 0-162'x35` 0_162X..5 0.148X3.0` 46 0.148'X3.0" 24 3 5/8 615116 4 1/4 X3 0.148.0' 30 3518 8 15/16 41/4 0.148X3.0' 38 11.162'&5'0.162X.5' 0.162X3.5' 0.162X3.5' 0.162X3.' 50 60 30 40 50 60 30 40 50 8210 9240 4925 6565 8210 1.15 9335 7410 8865 9240 5035 7410 8865 9240 4925 6565 9240 5035 7410 125 5035 7410 8865 9240 5035 7410 8865 9240 5035 7410 1.6 5035 7410 8865 9240 9335 7410 8865 9240 5035 7410 :1 1:t5 .115 1025 1175 1280 1535 1765 1915 2045 2350 2555 1025 1175 1280 1535 1765 1915 2045 2350 2555 1025 1175 1280 1535 1765 1915 2045 2350 2555 ALLOWABLE UPWARD LOADS LOAD DURATION FACTOR 1 2700 3485 5035 6455 2700 3485 5035 6455 2700 3485 1.15 2700 3485 5035 6475 2700 3485 5035 6475 2700 3485 1.25 2700 3485 5035 6475 2700 3485 5035 6475 2700 3485 1.6 2700 3485 5035 6475 2700 3485 5035 6475 2700 3485 IS 1305 2060 3270 1305 2060 3270 1305 2060 3270 8210 8865 8865 8865 5035 5035 5035 5035 60 9240 9240 9240 9240 6455 6475 6475 6475 30 4925 5035 5035 5035 2700 2700 2700 2700 0.162'4.5' 40 6565 7410 7410 7410 3485 3485 3485 3485 50 8210 8865 8865 8865 5035 5035 5035 5035 3 5/8 10 15/16 41/4 X3 0.148.0' 46 0.1625(3.5' 60 9240 9240 9240 9240 6455 6475 6475 6475 4 5/8 5 7/16 4 1/4 0.148X3.0' 24 0.162%3.5-0.162%3.5-30 4925 5035 5035 5035 2700 2700 2700 2700 45/8 615/16 4 114 0.14853.0` 30 0.162X;5° 40 6565 7410 7410 7410 3485 3485 3485 3485 4 5/8 815/16 4 1/4 0.148X3.0' 38 0.162X..5` 50 8210 8865 8865 8865 4 c03i . 5035 5035 5035 45/8 1015/16 5 5 7/16 41/2 41/2 41!2 12 12 12 5 5 5 615/16 815/16 41/4 41/4 4 1/4 4 114 0.148'x3.0' 0.148`x3.0` 0.148`x3.0' 0.148'x3.0° 1015/16 41/4 46 0.1625:3.5` 60 9240 9240 14624 0.162•x3.5' 30 30 0:162X35' 40 38 0-162'x35' 50 0-14853_0' 0.162'x3.5° 60 10d x 1-112 Pails are 0.148' x 1.8 10d Common tris U 0-148' x 15d Common 1,11s 22 0-162' x 3 EVALUATION UATION REPORT FOR ra Wi BCG CONsTRUC a ;ON HAT-ZDWARE PREPARED FOR FLORIDA PRODUCT APPROVAL AL 14079 September 3, 2018 (Amerda.I 13, 201 as below) S .cart L. L.a".`t7 P.. e.. C'i:_. `-"La" ITV/ �_''u'-ihLLig Cprap-or7=eF= s Group inc. 1950 M ley Dr ie City_. FL 3.38 COM- 278 AHU26 4925 6565 5035 7410 8210 8865 9240 9240 fi 9240 9240 g335 5035 7410 7410 8836 ` -8865 92x0 -9240 1i 6455 . - 5 . 5033 6475 2700 _. 3485 6475 2700 3485 5035 5035 6475 2700 3485 5035 6475 6475 6475 5. STATEMENT OF COMP(iANC_ AGUS 28-3T 4:. The - c5u' `s e er:i- in Tet have Dee s-val at w in _ r: i `�E 4-ri.,:_tso the R i cB'ik Carie :curd obe titace-«;�_e - oici __8u ^_a ✓ wnen s G2 in 3`w dar_a.. with .230.;. Florida Quality Truss Main Office:772-545-3950 Alt. Ph: - Fax:1-772-545-3690 Engineering -List Job #: 13HS341F Date: 12/12/2013 -Customer Information: Project Information: Name: TOLL BROTHERS - PAR Address: City, State, Zip: Saiesman: PAUL BRANCALEONE Designer: CRAIG MARTIN Contact: Fill in later Notes: Seq. Qty Span Description Num, 1 6 22-02-08 F1 2 6 19-00-12 F2 3 1 17-10-15 F3 4 1 15-10-15 F4 5 1 17-01-08 F5 6 1 16-02-13 F6 7 1 15-01-08 F7 8 1 14-02-13 F8 9 9 13-06-12 F9 10 1 02-10-00 F10 11 1 01-03-00 F11 12 1 21-11-08 FG2 2 -Ply 13 1 14-05-12 FG3 2 -Ply Name: SAVIERO - TRADITIONAL- LOT 59d FL LW RF Address: LOT 59d City, State, Zip: PARKLAND, FL Truss 138.6 lbs. each 106.4 lbs. each Ir.V-" lI W/til 100.8 lbs. each 100.8 lbs. each 96.6 lbs. each 95.20 lbs. each 100.8 lbs. each 85.4 lbs. each 82 60 lbs. each 23.80 lbs. each 19.60 lbs. each 576.8 lbs. each 285.6 lbs. each 14 1 06-07-04 FG4 2 -Ply 134.4 lbs. each tw�l v \1f Page 1 of 3 Slope TC/BC 0.00 0.00 0 / 0 0.00 0.00 O / 0 0.00 0.00 O / 0 0.00 0.00 O / 0 0.00 0.00 0 / 0 0.00 0.00 O / 0 0.00 0.00 0 / 0 0.00 0.00 O / 0 0.00 0.00 0 / 0 0.00 0.00 O / 0 0.00 0.00 O / 0 0.00 0.00 2x6 / 2x6 0.00 0.00 2x4 / 2x4 0.00 0.00 2x4 / 2x4 Loading: OH - L CANT -L OH - R CANT -R 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Region: Broward TC BC LL 40 0 DL 20 5 En 7ineering List STUB -L Height STUB -R 00-00-00 01-06-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-06-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-03-00 00-00-02 00-00-00 Seq. Num. Qty Span Description Truss 15 1 48-00-08 AlG 2 -Ply 1358 lbs. each v v u 16 1 48-00-08 A2 324.1 lbs each 17 1 42-00-08 WG1 3 -Ply 5809 lbs. each 11.1. 1111 11 1111 18 1 24-02-12 FG1 2 -Ply 571 2 Ibs. each CNIMP'W,x,"&-. 19 1 20-05-12 C4G 2 -Ply 492.8 Ibs. each 20 1 20-08-00 C5G 21 1 15-01-12 D1 22 1 15-01-12 D2 23 1 : 15-01-12 D3 24 1 15-01-12 D4 25 1 15-01-12 D5 26 1 15-04-00 D6 27 1 15-04-00 D7G 28 7 10-09-00 El 29 1 10-02-00 G2G 30 15 07-00-00 EJ7 31 5 07-00-00 EJ7B 32 1 07-00-00 EJ7D 33 10 05-00-00 EJ5 34 2 04-10-00 EJ48A 35 2 02-05-11 J25 36 2 05-05-10 BJ56 105.0 Ibs. each 8820 Ibs each 78 4 Ibs. each 11 79.8 Ibs each 74.20 Ibs each 72.80 Ibs. each 88.2 Ibs. each 102.2 lbs each 57.40 Ibs each 63.00 lbs. each 26.60 Ibs. each 32.20 Ibs. each 36 40 lbs. each 19 6 Ibs. each 23.80 Ibs. each 14.00 Ibs- each 26 60 lbs each Page 2 of 3 Slope TC/BC 5.00 0.00 2x6 / 2x6 5.00 0.00 2x6 / 2x6 0.00 0.00 2x4 / 2x6 0.00 0.00 2x4 1 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 1 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 4.39 0.00 2x4 / 2x4 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-04-00 00-05-00 00-00-00 00-00-00 01-04-00 00-05-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 . 00-00-00 00-00-00 00-00-00 • 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 01-04-00 00-05-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 01-05-13 00-00-00 00-00-00 00-00-00 Height 00-00-00 03-05-03 00-00-00 00-00-00 04-03-03 00-00-00 00-00-00 10-02-12 00-00-00 00-00-00 02-00-00 00-00-00 00-00-00 02-10-14 00-00-00 00-00-00 02-07-03 00-00-00 00-00-00 . 05-00-14 00-00-00 00-00-00 04-02-14 00-00-00 00-00-00 03-04-14 00-00-00 00-00-00 03-08-09 00-00-00 00-00-00 03-08-09 00-00-00 00-00-00 03-04-06 00-00-00 00-00-00 02-06-06 00-00-00 00-00-00 04-11-15 00-00-00 00-00-00 02-07-03 00-00-00 00-00-00 03-05-03 00-00-00 00-00-00 03-05-03 00-00-00 00-00-00 03-01-00 00-00-00 00-00-00 02-07-03 00-00-00 00-00-00 02-06-06 00-00-00 00-00-00 01-06-09 00-00-00 00-00-00 02-06-01 00-00-00 Seq. Qty Num. Span Description 37 2 02-08-02 BJ28 38 39 40 41 42 43 44 2 04-06-13 J46 2 03-03-10 2 05-00-00 8 03-00-00 8 01-00-00 J34 CJ5 CJ3 CJ1 1 09-10-01 HJ7 3 07-00-02 HJ5 Trusses: 126.00 14.00 Ibs each 23 80 Ibs. each 21 Ibs each 19.6 Ibs. each 14.00 Ibs. each 8.4 Ibs each 46.2 Ibs. each 28 lbs. each Truss Page 3 of 3 Slope TC/BC 4.39 0.00 2x4 / 2x4 4.58 0.00 2x4 / 2x4 4.58 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-05-13 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-05-07 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-05-07 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-10-10 00-05-09 00-00-00 00-00-00 00-00-00 00-00-00 01-10-10 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Height 01-05-14 02-03-02 01-09-05 02-07-03 01-09-03 00-11-03 03-05-00 02-07-00 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F1 Top chord 4x2 SP #1 Dense -13B Bot chord 4x2 SP #1 Dense -138 :82 4x2 SP SS -13B: Webs 4x2 SP #3-138 :W4, W17 4x2 SP #2 N -13B: Lumber grades designated with "138" use design values approved 1/30/2013 by'ALSC Special loads -----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 120 plf at 0.13 to 120 plf at 22.08 BC- From 10 plf at 0.00 to 10 plf at 22.21 BC- 100.00 lb Conc. Load at 10.10,12.10 T 1 DESC. = F1 PLT .TYP.-WAVE =4X10 =1X4( H 2'6" H 1112X4 =4X8 1117X6 =4X5 =5X14 W=H0310 1112X4 = 3X4 ---==3X10 R=1529# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS 'T'EL: (95-4) 97.5-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBR0211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.46" DL: 0.60" recommended camber 3/4" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 4X8 =4X5 1117X6 W=3X4 1112X4 =4X10 W1J = 1X4(R) 1112X4 =3X10 22'2-1/2" DESIGN CRIT•FBC10NVH7SIES/TP1-2007 FT/RTv12%(0,0/ 1(0) QTY= 6 TOTAL= 6 5X14 3X4 R=1529# W=7-1/4" (Rigid Surface) REFER T6 BCSI (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlHACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P11 SEC. 2 REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.Opsf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669762 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 220208 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F2 Top chord 4x2 SP #1 Dense -13B :T2 4x2 SP #2 N -13B: Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-13B :W4 4x2 SP #2 N -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC T io DESC. = F2 PLT TYP:WAVE =1X4( 4X8 1112X4 2'6" — 3X6 3X4 R=1232# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS 1-..----------i----1 TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE • POMPANO REACH, FL 33064 W4 =4X12 1112X4 1112X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.32" DL: 0.41" recommended camber 1/2" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1 50. Truss must be installed as shown with top chord up. 3X5 W=3X4 1112X4 Ti 1112X4 =4X8 —=--=1X4(R) r W=H0310 =3X4 =4X10 •_ 3X5 19'0-3/4" DESIGN CRR•FBC10/NHZRES/TPL2007 FT/RT•12%)0%)/ 1(0) QTY= 6 TOTAL= 6 ••1yppNIM �� MUSSES REQUIRE EXTREME CARS IN FABRICA1ING, HANDLING, SHIPPING, INSTALLING AND BRACING. REE�FEERR T CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. nImINC. SHALL DESIGN NOT BE RESPONSIBLE FOR ANYEV AT ON FROM TTH S DESIGN,CONTRACTOR. ENGINEERED PRODUCTS, ANYFAILURE TO BUILD N THE TRUSS CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC 2 5 R=1216# W=3-1/2" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669763 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 190012 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F3 Top chord 4x2 SP #1 Dense -13B Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC =1X4( =4X8 �— 2'6" --i 1112X4 =3X5 1112X4 -73X4 EI R=1155# W=7-1/4" (Rigid Surface) DESC. = F3 PLT TYP.-WAVE 26 FLORIDA QUALITY TRUSS 'FEL: (954) 975-3384 VAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1112X4 =4X10 W=H0310 3X4 =3X4 1T10-1/4" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations Max JT VERT DEFL: LL: 0.25" DL: 0.33" recommended camber 3/8" Deflection meets 0360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 3X5 W=3X4 DESIGNCRR•F8C10HVHZAES/TPL2007FT/RT•12%(0X)/ 1(0) QTY= 1 TOTAL= 1 -wager. 1KUSSES REQUIRE EXTREME CARE IN I-AURICA I ING, HANDLING, SHIPPING, INSTALLING AND BRACING T CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 3X4 1112X4 6X6 �—i -- r =4X12 I I 1112X4 R=1153# W=4-1/4" (Rigid Surface) 3" T REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" 1'41" 1 SEQ = 669764 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 171015 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F4 Top chord 4x2 SP #2 N-138 Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 2'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.26" DL 0.31" recommended camber 3/8" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be instated as shown with top chord up. 13X4 H R=1025# W=7-1/4" (Rigid Surface) DESC. = F4 PLT. TYP.-WAVE 1' FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 979-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 15'10-1/4" DESIGN ��CCNRIT•FBC10HVHZRES/TP42007FT/RT•12%(0%y f(0) QTY= 1 TOTAL= 1 REFER TO CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,G.• TRUSSES REQUIRE EX I REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. 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 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, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; 013 FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. = 3X5 =4X6 R=1023# W=4-1/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.Opsf BC DL 5.0psf BC LL 0.Opsf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669765 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 151015 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F5 Top chord 4x2 SP #1 Dense -13B :T2 4x2 SP #2 N -13B: Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 1X4( =4X8 �— 2'6" —H 1112X4 =3X5 1112X4 1112X4 9 3X4 H R=1106# W=7-1/4" (Rigid Surface) DESC. = F5 PLT. TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 =4X10 W=H0310 =3X4 17'1-1/2" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBR0211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.23" DL: 0.31" recommended camber 3/8" Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 3X6 W=3X4 T} 1112X4 DESIGN CRR•FBC10)NHZRESITP .2007 FT/RT•12%(0%y 1(0) QTY= 1 TOTAL= 1 "µI,UI�JIN6•• TRUSSES REQUIRE EXTREME CARE IN )A8MICA1INLi, HANDLING, SHIPPING, INSTALLING AND BRACING. R T6 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 1II2X4 R=1090# W=3-3/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.Opsf TC DL 20.Opsf BC DL 5.Opsf BC LL O.Opsf TOT.LD. 65.Opsf DUR.FAC. 1,00 SPACING 24.0" SEQ = 669766 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 170108 JOB #: 13HS341F TYPE SY42 Jab;(13)-1S341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F6 Top chord 4x2 SP #1 Dense -13B Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC X4( i0 1 DESC. = F6 PLT. TYP: WAVE =4X8 h.— 2'6" _H 1112X4 3X4 1112X4 1112X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0 23" DL: 0.31" recommended camber 3/8" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 3X6 1113X5(R) 1112X4 9 3X4 H' R=1048# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS 1 TEL: (954) 975-334.4 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO IIEACIO, FL 33064 =4X10 W=3X5 162-13/16" DESIGN CRIT FSC10HVHZRESRP1-2007 FT/RT.12%(0%)/ 1(0) QTY= 1 TOTAL= 1 �1M,gliha.. (MUSSES HtQUI/it EX) REMt CAKE IN FABHICA I IND, HANDLING, SHIN-ING, INSTALLING AND BRACING'. TOGISCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 1X4(R) R=1032# W=4-15/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.Opsf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669767 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 160213 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F7 Top chord 4x2 SP #1 Dense -13B :T2 4x2 SP #2 N -13B: Bot chord 4x2 SP #1 Dense -13B Webs 4x2 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC T-1X4(R) DESC. = F7 PLT TYP-WAVE 2'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.21" DL: 0.25" recommended camber 1/4" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 13X4 0/ H` R=977# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS TI::L: (954) 975-3384 TAX: (954) 978-9980 3 t 20 N. W. 16th TERM ACE POMPANO BEACH, FL 33064 =4X10 =3X4 151-1/2" DESIGN CRR•FBCIOl HZRES/TPI-2007FT/Rr•12%(0%y1(0) QTY= 1 TOTAL= 1 wriNG.* !MUSSES REQUIRE EXTREME CARE IN FABMICA TING, HANDLING, SHIPPING, INSTALLING AND BRACING. RR TTO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 =3X06 R=960# W=5-11/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669768 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 150108 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F8 Top chord 4x2 SP #1 Dense -13B Bot chord 4x2 SP #1 Dense -138 Webs 4x2 SP #3-13B Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC 1 DESC. = F8 PLT. TYP: WAVE 1X4(R) 2'6" �{ R=918# W=7-1/4" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT + 2x6 continuous strongback. See detail STRBRI8R0211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.15" DL: 0.21" recommended camber 1/4" Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. DyyESSGNNN��CCNRIT•FBC10FNWAESRP42007 FT/Rr•12%t0%y1(0) QTY= 1 TOTAL= 1 REFERCARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING ANL/ .76BCSI (BUILDING COMPONENTTREME SAFETV INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BHACINU. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PERANSIITPI 1 SEC. 2. R=902# W=4-15/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.Opsf TC DL 20.Opsf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669769 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 140213 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F9 Top chord 4x2 SP #2 N -13B Bot chord 4x2 SP #2 N -13B Webs 4x2 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC =1X4(R) 3X8 3X4 c H^ R=875# W=7-1/4" (Rigid Surface) DESC. = F9 PLT. TYP. WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 PAX: (954) 978-8980 3120 N, W. 16th TERRACE POMPANO BEACH, ITL 33064 1112X4 2'6" = 3X4 3X10 1111X4 13'6-3/4" 1111X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Max JT VERT DEFL: LL: 0.14" DL: 0.21" recommended camber 1/4" Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. 3X5 111 3X5(R) 1111X4 DESIGN CRn•FBC101-1VHZRESRP1.2007 T 12%(0%)/1(0) QTY= 9 TOTAL= 9 RMNit,a*. TRUSSES KtUUIKt EX) KEINE CAKt IN 1-A00V:A I ING, HANOLING, SHIT PING, INS IALLING ANU bHACIN(i. CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1.2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC 2 R=858# W=3-1/2" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.Opsf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669770 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 130612 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F10 Top chord 4x2 SP #2 N -13B Bot chord 4x2 SP #2 N -13B Webs 4x2 SP #3-13B THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Deflection meets 11360 live and 0240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC (0 DESC. = F10 PLT. TYP -WAVE 3X4 1112X4 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978.11980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 R=130pIf W=210" (Rigid Surface) �DyESSIIGNN�CRITaFBCI0HVRZFIES/TP42001 Fr/RT•12%(0%y 1(0) QTY= 1 TOTAL= 1 REFER T6 BCSI (BUILDING COMPONENT1 SA ETY NFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlHACINIi. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2 REV. 12.03.03.0 22 5.15 TC LL 40.Opsf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669771 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 21000 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / F11 Top chord 4x2 SP #2 N -13B Bot chord 4x2 SP #2 N -13B Webs 4x2 SP #3-138 Lumber grades designated with "138" use design values approved 1/30/2013 by ALSO Special loads -----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 138 plf at 0.00 to 138 plf at 1.25 BC- From 10 plf at 0.00 to 10 plf at 1.25 TC- 353.00 Ib Conc. Load at 0.75 Wind loads based on MWFRS with additional C&C member design & reactions. tD DESC. = F11 PLT. TYP: WAVE 3X4 1112X4 1'3" I R=210# U=65# H = H1 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 312019.W? 16th TERRACE POMPANO BEACH, FL 33064 R=328# U=83# H=H2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=3.0 psf. GCpi(+/-)=0.18 (H1) = (J) Hanger not calculated (2)2x6 SP SS ' 4 supporting member. (H2) _ (J) Hanger not calculated (2)2x6 SP SS supporting member. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1 50. Truss must be installed as shown with top chord up. All wind load cases on this truss have a 1.33 duration factor. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. DESIGN ��CNNRIT.FBC10HJWAESRP42007 FT/RT•12%(0%y 1(0) QTY= 1 TOTAL= 1 wiy.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INS1ALLING ANL).TOSCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BHAUNL, 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC 2 REV. 12.03.03.0225.15 TC LL 40.Opsf TC DL 20.Opsf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669772 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 10300 JOB #: 13HS341F TYPE SY42 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / FG2 Top chord 2x6 SP SS -138 Bot chord 2x6 SP SS -138 Webs 2x4 SP #3-138 :W1, W18 2x6 SP SS -13B: :W13, W17 2x4 SP #2 N -13B: :W 15 2x4 SP #1 Dense -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 120 plf at 0.00 to 120 plf at 9.31 TC- From 248 plf at 9.31 to 248 plf at 10.81 TC- From 463 plf at 10.81 to 463 plf at 21.96 BC- From 10 plf at 0.46 to 10 plf at 21.50 TC- 767.00 Ib Conc. Load at 9.81 PLB- 327.84 Ib Conc. Load at ( 9.67, 9.37) The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. T. W1 =5X8 8X12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 4.50" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. All plates are 4X12 except as noted. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=3.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. All wind load cases on this truss have a 1.33 duration factor. =8X12 =4X6 =7X`6 =4X6 ==8X12 5X8 n1-"? iii jam{ =®0 =H0-710 =3X4 =3X41 = X 0 �/// ----H0710=6X10 H0710 I —1 W18 R=2076# U=457# W=5-3/4" (Rigid Surface) DESC. = FG2 PLT .TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, NL 33064 21'11-1/2" R=2740p1f U=359p1f W=2'1-3/4" (Rigid Surface) DESIGN GRR=FBC10MMZRES/TPL2007 FT/RT=20%(0%)/ 1(0) QTY= 1 PLIES= 2 TOTAL= 2 E A i�B•• 1 HUSStS HEUUIHE EX1 REME GARS IN 1'ABHIGA 1ING, HANDLING, SHIPPING, INSTALLING ANU 9HAGING. R SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) ANO TPI, ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL O.Opsf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669774 SCALE =0.2500 1 REF DATE 12-12-2013 1 DRWG O/A LEN CM 211108 JOB #: 13HS341F TYPE FLAT Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / FG3 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP SS -13B Webs 2x4 SP #3.138 :W1, W10 2x6 SP SS -136: :W2, W9 2x4 SP#1 Dense -13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 428 plf at 0.00 to 428 plf at 3.81 TC- From 248 plf at 3.81 to 248 plf at 5.81 TC- From 521 plf at 5.81 to 521 plf at 14.48 8C- From 10 plf at 0.00 to 10 plf at 14.48 TC- 650.00 Ib Conc. Load at 4.81 Truss must be installed as shown with top chord up. All wind load cases on this truss have a 1.33 duration factor. 4X12 4X8 1112X4 113X6 R=3606# U=428# W=5-3/4" (Rigid Surface) DESC. = FG3 PLT. TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3344 FAX: (954) 918-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =4X10 =4X8 14'5-3/4" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 4.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 0> 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 C, wind TC DL=6.0 psf, wind BC DL=3.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions 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. The TC of this truss shall be braced with attached spans at 24" 00 in lieu of structural sheathing. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 1112X4 =4X8 =4X12 4X8 DESIGN CRIT•FBC10INHZRES/TPI.2007FT/RT•20%(0%)/ I/O) QTY= 1 PLIES= 2 TOTAL= 2 1 KUSSI.S HtUUIHt tX 1 KtMt GARC IN aAbKICA I TNG, HANDLING, SHIPPING, INSTALLING ANL) 0I GIN(. (.MMS! CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W, WSS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/7P11 SEC. 2. =4X10 W10 1113X6 R=3832# U=428# REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.Opsf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669775 SCALE =0.5000 REF DATE 12-12-2013 DRWG O/A LEN. JOB #: 13HS341F TYPE FLAT CM 140512 Job:(13HS341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / FG4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N-138 Webs 2x4 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 4 plf at 0.00 to 4 plf at 6.60 BC- From 10 plf at 0,00 to 10 plf at 6.60 TC- 1023.23 Ib Conc. Load at 2,20 TC- 1153.11 Ib Conc. Load at 5.03 3X4 III 2 X4 R=310# W=4" (Rigid Surface) DESC. = FG4 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 III 2X4 1112X4 =3X4 3'6" 6'7-1/4" 3X4 R=1549# W=4" (Rigid Surface) 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 3.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting, Bottom chord checked for 10.00 psf non -concurrent live Deflection meets L/360 live and L/240 total load. Creep i Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached spans 3'1-1/8" DyEpSGNN�CCRrT FBCI0HVNZRESRPL2007 FT/RT•20%(0%y 1(0) QTY= 1 PLIES= 2 TOTAL= 2 TRUSSES REQUIRE EXTREME CARE IN 1-AdRICA I REFER BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITIJTE,BRA(.IN(a. NG AND 1' 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 3X4 load. ncrease factor for dead load is 1.50. at 24" OC in lieu of structural sheathing. R=410# W=3-13/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 40.0psf TC DL 20.0psf BC DL 5.0psf BC LL 0.0psf TOT.LD. 65.0psf DUR.FAC. 1.00 SPACING 24.0" SEQ = 669776 SCALE =1.0000 REF DATE DRWG O/A LEN. 60704 JOB #: 13HS341F TYPE FLAT 12-12-2013 CM • Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / Al G Top chord 2x6 SP SS -138 Bot chord 2x6 SP SS -138 Webs 2x4 SP #3-13B :W4, W15 2x6 SP SS -13B: :W5, W7, W12, W14, W16 2x4 SP #1 Dense -1313::W8, W9 2x4 SP #2 N -13B: :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special Toads ----(Lumber Dur Fac.=1 25 / Plate Dur.Fac.=1.25) TC- From 92 p11 at -1.33 to 92 plf at 7.00 TC- From 92 plf at 7.00 to 92 plf at 14.71 TC- From 92 plf at 14.71 to 92 plf at 30.71 TC- From 92 plf at 30.71 to 92 Of at 46.29 TC- From 92 plf at 46.29 to 92 plf at 48.04 BC- From 20 plf at 0.00 to 20 plf at 10.67 BC- From 20 pit at 10.67 to 20 plf at 19.58 19.58 to 20 plf at 20.56 20.56 to 20 plf at 34.58 34.58 to 20 plf at 48.04 -1.29 to 10 plf at -0.10 Load at 7.00 Load at 9.06,21.0623.06,25.06 06,35,06,37.06,39.06,41.06,43.06 BC- From 20 plf at BC- From 20 plf at BC- From 20 plf at PLB- From 10 plf at TC- 711.63 Ib Conc. TC- 290.97 Ib Conc. 27.06,29.06,31.06,33. 45.06 TC- 252.32 Ib Conc. 19.06 BC- 522.01 Ib Conc. BC- 130.96 Ib Conc. 27.06,29.06,31.06,33. 45.06 BC- 137.04 Ib Conc. 19.06 BC- 374.92 Ib Conc. Load at 11.06,13.06,15.06,17.06 Load at 7.00 Load at 9.06,21.06,23.06,25.06 06,35.06,37.06,39.06,41.06,43.06 Load at 11.06,13.06,15.06,17.06 Load at 47.06 Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling5s1/552ing and installation of trusses. See "WARNING" note below. 1I 2-7 + MMANECBC + DESC. = A1G PLT .TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 998-B980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 3.5-3/16" =4X5 Al) 3 stns^ 7'11" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 8.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4" o.c. spacing of nails perpendicular and parallel to grain required In area over bearings greater than 4" Negative reaction(s) of -1821# MAX. (See below) from a non -wind load case requires uplift connection. (") 3 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 6.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Right end vertical not exposed to wind pressure. (FI1) = (J) Hanger not calculated (1)2x6 SP SS -13B supporting member. Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 1.50 All wind load cases on this truss have a 1.33 duration factor. 39'3-7/16" =4X12 1112X4 Il) .X121R1� 1/15=�RXRR W=$X12 -3X4 =5X6 -4XR 4X12= - X10 '-f c _3•`10(*) =4X10 II W3X6("") --8X10 =4) 10 r=7X6 5X6 1113X10 W1 5 W� IIl3X6 T 2'8-711116" 3'11-15/16' 1113X4 1II5X8(**) F" f 8'6-3/4" : I H 8'11" R=-1822# Rw=558# W=3" (Rigid Surface) �.Dy/E,,��51ppGNNN��(C��RGoR.FBCIONVHZRESR➢42007 FT/RT.20%(0%y I/O) QTY= 1 ryfR HSi#2t.TM AI E 5N=8" REFER 70BCSI (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED BV TPI (TRUSSVILATE IN> TUTE,tl1-(ACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 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 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 BUILDING DESIGNER. PER ANSI/7P! 1 SEC. 2 - 31'3" = I = 8'5-1/2" -H 48'0-1/2" 27'5-3/4" R=8313# U=3340# W=5" (Rigid Surface) REV. 12.03.03.0225.15 SEQ = 670827 RV:5714ERifIF-MY TC LL 30.0psf WEV I TC DL 15.0psf DATE 12-12-2013 BC DL 10.0psf DRWG BC LL 0.0psf CM TOT.LD. 55.Opsf O/A LEN. 480008 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE CO MN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / A2 Top chord 2x6 SP SS -13B Bot chord 2x6 SP SS -138 Webs 2x4 SP #3-13B :W2 2x6 SP SS -13B: :W3 2x4 SP #1 Dense -13B: :W5 2x4 SP #2 N -13B: :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Negative reaction(s) of -607# MAX. (See below) from a non -wind load case requires uplift connection. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 6.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Left cantilever is exposed to wind (H1) = (J) Hanger not calculated (1)2x6 SP SS -1313 supporting member. (c) 1x4 #3SRB SPF -S or better "T" brace. 80% length of web member. Attach with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. (b) 2x4 #3 or better "T' brace. 80% length of web member. Attach with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. (a) 2x6 #3 or better "' brace. 80% length of web member. Attach with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. DESC. = A2 PLT. TVP. -WAVE FLORIDA QUALITY TRUSS T'EL; (954) 975-3384 rAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, EL 33064 1 4'3-3/16" I3 ns" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. All wind load cases on this truss have a 1.33 duration factor. -H 12 5 4X5(A1 =4X12 0710 ='XA (a) (U) 35'3-7/16" 7X6 _ (c) 7X6 (0) =H0714 III2X4.1 IllgX6 =4X10 5X6 f— 9'10-5/16" R=400/-607# U=245# RL=180/-121# W=3" (Rigid Surface) R=3708# U=1682# W=11-5/16" (Rigid Surface) DESIGN iCNNRIMFBCIONVWAES/1PL2007 FT/RT420%(0%y I/O) QTY= 1 TOTAL= 1 R1EFER Td BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tl�UINu. r 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. =5X6 4X10 48'0-1/2" 37'9-3/16" =4X8 =5x6 =4x6 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" 4X6 4'9-15116" 2'8-7/16" X4_1_ R=1940# U=965# H = H1 SEQ = 670798 SCALE =0.1009 REF DATE 12-12-2013 DRWG CM 0/A LEN. 480008 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / WG1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP #2 N -13B :T1, T3, T8 2x4 SP #1 Dense -13B: :T4, T9 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :81 2x6 SP SS -13B: Webs 2x4 SP #3-138 :W1, W17, W44 2x6 SP SS -13B: :W13, W21, W29 2x4 SP #2 N -I38: :W16 2x8 SP SS -13B: :W36 2x4 SP SS -138: :W37 2x4 SP #1 Dense -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 921 pif at 0.00 to 921 pif at 13.75 TC- From 921 plf at 13.75 to 921 pif at 15.38 TC- From 921 plf at 15.38 to 921 plf at 17.90 TC- From 921 pif at 17.90 to 921 plf at 26.19 TC- From 921 pif at 26.19 to 921 pif at 28.71 TC- From 921 pif at 28.71 to 921 pK at 33.90 TC- From 921 pif at 33.90 to 921 pif at 33.98 TC- From 92 pif at 33.98 to 92 pif at 35.98 TC- From 260 pif at 35.98 to 260 pif at 42.04 BC- From 20 pif at 0.00 to 20 pif at 13.29 BC- From 20 pif at 13.29 to 20 pif at 26.19 BC- From 20 pif at 26.19 to 20 pif at 42.04 TC- 3850.00 Ib Conc. Load at 34.98 BC- 3082.00 Ib Conc. Load at 5.00 (1) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.41 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 6.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 I - End verticals not exposed to wind pressure. (a) 2x6 #3 or better "T' brace. 80% length of web member. Attach to eac @ 6" OC. • WARNING` A reaction exceeds 20000 lbs. The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 3 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 2.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Repeat naliing as each layer Is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4" o.c. spacing of nails perpendicular and parallel to grain required in area over bearings greater than 4" Full Height Blocking reinforcement required to prevent buckling of members over the bearings: bearing 1 located at 0.00' Wind loads based on MWFRS with additional CBC member design & reactions Max JT VERT DEFL: LL: 0.21" DL: 0.32" recommended camber 1/2" Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. fV N ry AIl9,vind load ases on thi! truss have a 1.33 duration p-� lector. r� d 7'8-1/2" if 7'8-1/2" --« 7'4-3/4" 5'2-1/4" 15'4-1/2' - I - 13'4" = - 13'4" 1112X4 = 5X6 1112X4 1112X4 1112X4 III 2X4 I II2X4 II12X4 III 3X4 1112X4 III 2X4 III 2X4 1112X4 1112X4 1112X4 1112X4 I II2X4 III 2X4 h web ply with 16d Box or Gun (0.135.' 125 04 11122(4 I➢2X j1 2)0 5X "i3t2X.4 1112X4 182X4 102 1112X4 1112X4.1117X4 I1.?X4 II3X5 rn N 0 DESC. = WG1 PLT TYP. WAVE FLORIDA QUALITY TRUSS 'IIiL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TE1U8ACE P()FSPANt) BEACH, FL 33064 1 4'91/16" V,. %4X,E 112X4 \\\H0 $C,-- II 4X6 t"12: III, Xi, III,?X H2 (4 112.(4 I 'X: " .12',4 1112.( III 2X t-:: I�z X4 1112X =6X10 tiX10 1112X' W36 III )( W44 2:14 -6X10 13'6-1/4" 132-5/8" R=5755# U=1125# W=5-5/16" (Rigid Surface) R=27193# U=1655# W=5" (Rigid Surface) DESIGN CRIT•FBC10HVHZRES/rPF2007Fr/RT•20%(0%)/ 1(0) QTY= 1 PLIES= 3 TOTAL= 3 �•WARNINA•• 1 KUSSES KEUUIKE EX I HEMS CAKE IN 1-A10KICA IINU, HANDLING, SHIPHINu, INSLALLIN(i ANU BHACINu. R110 ISCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. •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 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 PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/7P11 SEC 2. 42'0-1/2" 28'6-1/4" 28'2-5/8" 11141/6 R=9628# U=1155# W=5-5/16" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 670880 SCALE =0.1185 REF DATE 12-12-2013 DRWG CM O/A LEN. 420008 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / FG1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #1 Dense -138 Webs 2x4 SP #3-136 :W1, W16 2x6 SP SS -13B: :W2, W4, W13, W15 2x4 SP #2 N -13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 230 plf at 0.00 to 230 plf at 6.06 TC- From 10 plf at 6.06 to 10 plf at 24.23 BC- From 10 plf at 0.00 to 10 plf at 24.23 TC- -1822.00 Ib Conc. Load at 7.06 TC- 248.33 Ib Conc. Load at 9.00 TC- 747.62 Ib Conc. Load at 11.00,13.00,15.00,17.00 19.00,21.00,23.00 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Max JT VERT DEFL: LL: -0.38" DL: 0.92" recommended camber 1 1/4" Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. All wind load cases on this truss have a 1.33 duration factor, DESC. = FG1 PLT. TYP-WAVE FLORIDA QUALITY TRUSS TE..: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. E6tbTERRACEi POMPANO BE:ACIE, PL 33(164 2 Complete Trusses Required 1, Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 5.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. =41(10 -3X6 CV =3X5 1113X4 III3)(4 5X6 =3X5 -3X6 /4‘1,______.,3-----; 1 W1 =3X10 H0710 =3X44 =3X10 =4X8 =4X8 1113X6 R=2594# U=1518# W=1'3-1/4" (Rigid Surface) DESIGN CCRrr FBCIOFIVHZRES/0P4T/R 20O7 FT"20%(0%)/ 1(0) QTY= 1 PLIES= 2 TOTAL= 2 whim*. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND 76 BCSI (BUILD NG COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATEINSTITUTE, BRACING. S TUTEBRAGING. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/19/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1.2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/7P11 SEC. 2 24'2-3/4" E_X10 W16 1113X6 R=3642# U=1836# W=7-1/2" (Rigid Surface) SEQ = 670864 REV. 12.03.03.0225.15 SCALE =0.1875 TC LL 30.Opsf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf O/A LEN, 240212 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE FLAT Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C4G Top chord 2x4 SP #2 N -13B :T3 2x4 SP #1 Dense -13B: Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :W2, W9 2x4 SP #1 Dense -13B: :W4 2x4 SP #2 N -13B: :W10 2x6 SP SS -13B: :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSO Special loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 pH at -1.33 to 92 plf at 5.73 TC- From 92 plf at 5.73 to 92 plf at 10.67 TC- From 422 plf at 10.67 to 422 plf at 20.48 BC- From 20 plf at 0.00 to 20 plf at 20.48 PLB- From 10 plf at -1.29 to 10 plf at -0.10 BC- 210.16 Ib Conc. Load at 10.81 10 0 N I DESC. = C4G PLT. TYP-WAVE 12 5 _=3X5(A1 8-22" G 3XQ 6-1/4 f ^� 58-3/4" =4X8 14'9" 1112X4 =8X12 I 3X4 DT -1'4-7/8' _ R=2177# U=562# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS i TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE; POMPAN() 1)LACIi, FL 33064 IIIH13 4(R) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required E5 Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 7.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 18.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1 50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads All wind load cases on this truss have a 1.33 duration factor. T3 1/116 I =3X10 =4X12 �W10� III�WI 3X4 =HO710 =4X10 1113 8 20'5-3/4" T rn iM 1 R=3706# U=606# W=5-3/4" (Rigid Surface) yDyESSIIGNNCC�Rrr FBC10HVHZAES/1P42007FT/RT•20%10%Y 1(0) QTY= 1 PLIES= 2 TOTAL= 2 . REFER �B�LINC; 70 SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1 .25 SPACING 24.0" SEQ = 669795 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM 0/A LEN. 200512 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C5G Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP SS -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-135: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 5 in 04X6(612 ,3X4 / 6-336" 3 6-1/4" 1112X4 5' 12 5X8 10'8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. #1 hip supports 5-0-0 jacks with no webs. Left side jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. All wind load cases on this truss have a 1.33 duration factor. 1112X4 =5X8 0 5' %4X6(B12R) .H0710 1' -H R=1946# U=693# W=8" (Rigid Surface) DESC. = C5G PLT .TYP.-WAVE FLORIDA QUALITY TRUSS '1'[:L: (954) 975-3384 TAX: (954) 978-6980 3120 N.W, 16111 TERRACE POf.WAIYI) BEACH, FL 33064 20'8" DESIGN CRR•FBC1Oe.IVRE3/TPL2007FT/RT•20%(O%WI(0) QTY= 1 TOTAL= 1 0 1112X4 R=1946# U=693# W=8" (Rigid Surface) REFER TOBCSI (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED BY TPI (TRUSS PIATE NSTITUTE,tlHACINLi 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/181160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSIfTPI 1 SEC. 2. REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669796 SCALE =0.2500 1 REF 1 DATE 12-12-2013 1 DRWG O/A LEN. CM 200800 JOB #: 13HS341F TYPE HIPS •Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D1 Top chord 2x4 SP #2 N-13B Bot chord 2x4 SP #2 N-13B Webs 2x4 SP #3-138 :Rt Bearing Leg 2x8 SP SS-13B::Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load Is 1.50. All wind load cases on this truss have a 1.33 duration factor. 10'11-3/16" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT ("") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10,00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 4'2-9/16" I.1,4" _ R=953# U=505# RL=334/-53# W=8" (Rigid Surface) DESC. = D1 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975.3384 FAX: (954) 978-8980 3120 N.W. 1611‘ TERRACE POMPANO BEACH, FL 33064 151-3/4" 14'6-1/2" DESIGN CRIT"FBC10HVMZRESRP42007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 AR JIJ • )HUSStS I QUIHC tX) HCMC (AHC IN I-ABHI(:A I ING, HANDLING, SHIPPIN(i, INS IALLING ANU BHAUINU. REFER ( CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 T e• 1 R=842# U=495# W=5-3/4" (Rigid Surface) 00 1~ 0 ((3 SEQ = 669797 REV. 12.03.03.0225.15 SCALE =0.3750 TC LL 30.0psf REF TC DL 15.0psf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf O/A LEN. 150112 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE SPEC Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D2 Top chord 2x4 SP SS -13B :T2 2x4 SP #2 N-138: Bot chord 2x4 SP #2 N -13B :82 2x4 SP #1 Dense -138: Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. \\\4X8(R) T 3X4(B1) 6-1/4 ►=— 1113X5(R) 8'11-3/16" 14.2X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 6'2-9/16" 5X6 T2 1113X5 RI III :3)(4 62 =3X8 H 1,4" ±—n—+_s = R=995# U=551# RL=291/-49# W=8" (Rigid Surface) DESC. = D2 PLT .TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, BL 33064 15'1-3/4" 12'5-3/4" DESIGN CRrr FBCI0wHzRESRP42007 FT/RT"20%(0%)/ 1(0) QTY= 1 TOTAL= 1 wRIMUSStS KtUUIHt EX( HEMI CAKE IN FAe1ICA 11NU, HANULINU, SHIPPINU, INS 1 ALLINU ANL/ HKACINCi. O BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 1113X6 00 00 00 R=839# U=475# W=5-3/4" (Rigid Surface) 00 1- N SEQ = 669798 REV. 12.03.03.0225.15 SCALE =0.3750 TC LL 30.Opsf I REF TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf CM 1 DATE 12-12-2013 1 DRWG TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" 0/A LEN. 150112 JOB #: 13HS341F TYPE MONO Job: (13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D3 Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N-138: Bot chord 2x4 SP #2 N -13B :B2 2x4 SP #1 Dense -13B: Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 6.3/16" DESC. = D3 PLT. TYP -WAVE 6'11-3/16" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 8'2-9/16" r` <V _ 1,4„ ""+"':1-"—+-4- I_I_ N R=995# U=574# RL=248/-44# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-6980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 15'1-3/4" 1Z5-3/4" DESIGN CRR•FBC101NHZRES/TPI-2007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 TApNINa•• TRUSSES REQUIRE EXTREME (AHE IN FABHICA TING. HANDLING, SHIPPING, INS IALLING AND BRACING. �Eff�S iTORCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/169A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=839# U=459# W=5-3/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669799 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM O/A LEN. 150112 JOB #: 13HS341F TYPE MONO Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D4 Top chord 2x4 SP #2 N -13B :T1 2x4 SP SS -13B: Bot chord 2x4 SP #2 N -13B :B2 2x4 SP #1 Dense -13B: Webs 2x4 SP #3.138 'Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft, from roof edge. DESC. = D4 PLT. TYP: WAVE 6-3/16" 7'8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional CBC member design & reactions. 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. All wind load cases on this truss have a 1.33 duration factor. 2'8-13/16" 4'8-15/16" _ I_ 1,4" = - R=995# U=595# RL=174/-82# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 151-3/4" 1Z5-3/4" DESIGN CRr•FBC10HVHZRE0RPI-2007 FT/RT•20xro%y 1(0) QTY= 1 TOTAL= 1 mJIIJO.. TRUSSES REWIRE EX7 REME CARE IN FABHICA TING, HANDLING, SHIPPING, INSTALLING ANU LHAUINL;. .TOBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/7P11 SEC. 2. R=839# U=480# W=5-3/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669800 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM 0/A LEN, 150112 JOB #: 13HS341F TYPE MONO Job:(13HS341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF / D5 Top chord 2x4 SP #2 N -13B :T1 2x4 SP SS -138: Bot chord 2x4 SP #2 N -13B :B2 2x4 SP SS -13B: Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS Toads based on trusses located at least 7.50 ft. from roof edge. 6-3/16" DESC. = D5 PLT TYP-WAVE 3X4(B1) 03X4 --r- 6-1/4 6-1/4 12 5 7'8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional CBC member design & reactions. l P Bottom chord checked for 10.00 psf non -concurrent live load. i.: Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. :'8-13/16" 2'8-15/16" — H 1112X4 - H.- 1'4" = I _ R=995# U=593# RL=133/-109# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS 'f'EL: (954) 975.3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 15'1-3/4" 1Z5-3/4" DyESSIIGNN�CCRIT.FBCIO/NWRESRP42007 FT!RT.20%(0%), I/O) QTY= 1 TOTAL= 1 REFER INSTALLING AND TOBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSSa. TRUSSES REQUIRE EX1REME CARE IN FABRICATING, HANDLING, SHIPPING, PLATE NSTITUTE,BRAGING. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 63719) 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC 2 1115X6(R) 4- R=839# U=477# W=5-3/4" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669801 SCALE =0.3750 REF DATE 12-12-2013 DRWG CM 0/A LEN. 150112 JOB #: 13HS341F TYPE MONO Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D6 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :B2 2x4 SP #1 Dense -13B: Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-138: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. DESC. = D6 PLT. TYP: WAVE i‹. ==-30(131) 6-3/16" —r- 6-1/4 6-1/4 12 5 \\\4X8(R) 6'1-5/8" —I— o�o 12 3.24 p \\\4X5(R) 4X5 =4X5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Calculated horizontal deflection is 0.11" due to live load and 0.14" due to dead load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 6'1-5/8" /4X5(R) JII3X5f"1 I_ 1'4" 1114X5(8) a 0 0 1112X4 1112X4 62 1112X4 1112X4 4X8(R) III3Xb(") 111 3X4`1) 3X4 1114X5(R) R=991# U=620# RL=151/-151# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS 'I'Ii.L: (954) 975-3384 I'AX: (954) 978-8980 3120 N.W. 16th TERRACE" POMPANO BEACH, FL 33064 15'4" 10' DESIGN �CCRIT FBC10/NHiRES/TPI-2007 FT/R1,20%10%),1(0) QTY= 1 TOTAL= 1 wYd SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,par. 'MUSSES fitUUllit EX I HEMS CANE IN 1-ALIMICA I !NU, MANGLING, SHIMMING, INS &LING ANL) 6KA`INU 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PERANSI/TPI 1 SEC. 2. — -yl - 1'4" --i R=991# U=620# W=8" (Rigid Surface) SEQ = 669802 REV. 12.03.03.0225.15 SCALE =0.3750 TC LL 30.Opsf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf O/A LEN. 150400 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / D7G Top chord 2x4 SP #2 N -13B :T1, T5 2x4 SP SS -136: Bot chord 2x4 SP SS -13B :B2 2x6 SP SS -13B: Webs 2x4 SP SS -13B :W3, W4, W5, W6 2x4 SP #3-138: :Lt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354' .Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at -1.33 to 92 plf at 2.45 TC- From 46 plf at 2.45 to 46 plf at 6.13 TC- From 46 plf at 6.13 to 46 plf at 9.21 TC- From 46 plf at 9.21 to 46 plf at 12.88 TC- From 92 p11 at 12.88 to 92 plf at 16.67 BC- From 20 plf at 0.00 to 20 plf at 2.67 BC- From 10 plf at 2.67 to 10 plf at 12.67 BC- From 20 plf at 12.67 to 20 plf at 13.87 BC- From 20 plf at 13.87 to 20 plf at 15.33 PLB- From 10 plf at -1.29 to 10 plf at -0.10 PLB- From 10 plf at 15.44 to 10 plf at 16.63 PLT- 36.26 Ib Conc. Load at ( 2.35,10.79), (12.98,10.79) PLT- 109.37 Ib Conc. Load at ( 3.38,11.08), (11.95,11.08) PLT- 216.65 Ib Conc. Load at ( 6.11,11.82), (9.22,11.82) PLT- 183.70 Ib Conc. Load at ( 6.98,11.82), (8.35,11.82) PLB- 220.84 Ib Conc. Load at ( 2.35, 9.37), (12.98,9.37) PLB- 148.25 Ib Conc. Load at ( 3.38,10.04), (11.95,10.04) PLB- 205.35 Ib Conc. Load at ( 6.11,10.04), (9.22,10.04) PLB- 119.14 Ib Conc. Load at ( 6.98,10.04), (8.35,10.04) Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. DESC. = D7G PLT. TYP-WAVE FLORIDA QUALITY TRUSS `..- TEL: (954) 975-3384 TAX: (954) 978-8960 3120 N.W. 16th TERRACE POMEANO BEAC14• FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Calculated horizontal deflection is 0.14" due to live load and 0.17" due to dead load. 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. All wind load cases on this truss have a 1.33 duration factor. f--+- 3'8-1/16" _ 3'0-15/16" 12 3.24 t/ 12 5�/ V 8X105X8 3X4 3X5(C3(C3 am, 6- 3X4?s�� 3116' �_-_ 6-1/4 1113X6("") =5X6 I- -i- -►�� -I- R=1938# U=584# W=8" (Rigid Surface) III5X6(R) III5X6(R) W4 5X TS �'"•- 8X10=3X4(C3) io III �-3X5(C3) W3 �•+�y1 DESIGN ��CRpn•FBCIONVMZRESRP42007 FTVRT.20%(0%y 1(0) QTY= 1 TOTAL= 1 REFER ' SINFORMATION),CSI (BUILDING COMPONENT SAFETY PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,e�CING. M 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 3'8-1/16" 3X3X5= B2 15'4" 10' 1113X6("") =5X6 -I- N�-f-f�l 3X4 co R=1938# U=584# W=8" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669934 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 150400 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / E1 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. DESC. = El PLT. TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 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 C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO REACH, FL 33064 10'4" 10'9" R=783# U=455# RL=344/-53# W=3" (Rigid Surface) D/ESSIIGNNiCNRrrr.FBC101NWAESRPL0%) 2007 FT/RT.20%(/ 1(0) QTY= 7 TOTAL= 7 wREFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlKACINU. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 H R=557# U=388# REV. 12.03.03.0 22 5.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669804 SCALE =0.5000 1 REF 1 DATE 12-12-2013 DRWG CM O/A LEN. 100900 JOB #: 13HS341F TYPE MONO Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / G2G Top chord 2x4 SP #2 N-138 Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :W4 2x4 SP #2 N-136: :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at -1.33 to 92 plf at 0.00 TC- From 92 plf at 0.00 to 92 plf at 5.00 TC- From 146 plf at 5.00 to 146 plf at 10.17 BC- From 20 plf at 0.00 to 20 plf at 5.00 BC- From 34 plf at 5.00 to 34 plf at 10.17 PLB- From 10 pit at -1.33 to 10 plf at -0.06 BC- 292.54 Ib Conc. Load at 5.00 BC- 259.00 Ib Conc. Load at 7.13 BC- 2189 00 Ib Conc. Load at 9.06 6-3r16' _L DESC. = G2G PLT. TYP-WAVE T 6-1/4 1 =3X6(A1) 3X4 12 5 5' 6X6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. All wind load cases on this truss have a 1.33 duration factor. 5'2" 1112X4 =6X6 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1,4" ►� R=1282# U=355# W=8" (Rigid Surface) 1112X4 =6X10 10'2" DESIGN CRn•FBCIORJHZR ES/WI-2007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 R '�N • TRUSSES REQUIRE EXTREME CANE IN FABRICATING, HANDLING, SHIPPING, INSTALLING ANL) BWICING. F OBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 1113X10 R=3082# U=804# REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 670832 SCALE =0.5000 REF DATE 12-12-2013 DRWG CM O/A LEN. 100200 JOB #: 13HS341F TYPE HIPM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7 Top chord 2x4 SP SS -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 1.50. THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge. RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. All wind load cases on this truss have a 1.33 duration factor R=291# U=322# NAILED - —I DESC. = EJ7 PLT .TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POFtPANO BEACH, FL 33064 1'4" -1 R=545# U=425# RL=296/-30# W=6" (Rigid Surface) T DESIGN CRR•FBC10HVHZRES/TP1-2007 Fr/RT•20%I0%y 1(0) QTY= 15 TOTAL= 15 Mrp�NiN6 TRUSSES HtUUIRt tXI REME CARL IN )-ASHICAIING, HANDLING, SHIPPING, INSTALLING ANL) BRACING. REFER 76BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A853 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO 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 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 _I R=131# U=29# NAILED SEQ = 669807 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.Opsf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf O/A LEN. 7 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE EJACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / EJ7B Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -136 Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC All wind load cases on this truss have a 1.33 duration factor. 3X4 DESC. = EJ7B PLT. TYP.-WAVE 6-1/4" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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 loads based on trusses located at least 10.96 ft. from roof edge. R=252# U=281# NAILED T ♦FLOR AA QUALITY TRUSS TEL: 1954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" 1'5-5/8" 12-3/8" 7' R=545# U=425# RL=296/-30# W=8" (Rigid Surface) 4'4" DESIGN CRrr•FBC10HVHZRES/TP1-2007 FT/RT•20%(0%y 1(0) QTY= 5 TOTAL= 5 EFERI70�•� 1 HUSSI S N UUI14 tXI kl_MF C:A14 IN )-ABHICA I ING, HANULINLi, SHIPPING, INSTALLING ANL) 13KACINCi. REFER TO CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV, STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. f0 M 0) N 1b 'I R=137# U=70# NAILED 3'11-15/16" SEQ = 669808 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24,0" REF DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE EJACK Job.(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / EJ7D Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increaselIfactor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factdr. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5 0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 2 Right end vertical not exposed to wind pressure. (H1) = (J) Hanger not calculated (2)2x6 SP SS -13B f supporting member. I!1 f/ 6'1-15/16" - - '=s checked for 200# movahln cnnhernra'tetlllttR ad illong Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 1113X5 1114X5(R) 7' f — 1,4" �1 DESC. = EJ7D PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TEAR ACE POMPANO BEACH, FL 33064 R=545# U=396# RL=254/-42# W=8" (Rigid Surface) DESIGN �CCRrr.FBC10HVHZRESRPL2007 FT/RT•20%(0%Y 1(0) QTY= 1 TOTAL= 1 REFER T6 CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATENS TUTE,G.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BF2A(.ING, 218 NORTH LEE STR , SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (W000 TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. '4MPORTANT" 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 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 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 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 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R=375# U=330# H = H1 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669811 SCALE =0.7500 REF 1 DATE 12-12-2013 I DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE MONO Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ5 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Toad is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=197# U=261# NAILED DESC. = EJ5 PLT TYP: WAVE FLORIDA (QUALITY TRUSS i'EL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE. POMPANO BEACH, FL 33064 1'4" _I R=438# U=396# RL=252/-30# W=6" (Rigid Surface) 5' DESIGN CRIT•FBCIOHVHRES/TPI-2007 FT/RT•20%(0%y 1(0) QTY= 10 TOTAL= 10 ANNINA"IKUSStS KtUUIKt tXI KtMt (.40(1.(t IN FASKIUA I INU, KANULINU, SHII'YIN(i, INS IALLIN(i ANL/ ISKAGINLi. R.TOSCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 77 R=249# U=25# NAILED SEQ = 669813 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.Opsf 1 REF TC DL 15.Opsf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" 1 DATE 12-12-2013 DRWG I 0/A LEN. CM 5 JOB #: 13HS341F TYPE EJACK 1 Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / EJ48A Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 3X4 DESC. = EJ48A PLT TYP-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. R=184# U=221# NAILED F FLORIDA QUALITY TRUSS :. 1 TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" 1'1-3/8" R=430# U=359# RL=229/-39# W=8" (Rigid Surface) 1'6-5/8" 4'10" DESIGN CRrr.FBC10HVHZRE3/TP1-2007 FT/RT.20%10%)/ 1(0) QTY=2 TOTAL=2 �,yppNIN(� 1KUSSES HELM EX7 REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING ANL) BRACING. REFER 76BCEI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 210 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 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, 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/7P11 SEC. 2. 2'2" =i R=119# U=34# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" ;4 SEQ = 669816 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 41000 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J25 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads R=73# U=116# NAILED DESC. = J25 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS '7'1•:L: (954) 975-3384 rAX: (954) 978-8980 3120 N.W. 16th TERRACE. POMPANO BEACH, FL 33064 1'4" 2'5-11/16" R=348# U=326# RL=172/-33# W=8" (Rigid Surface) R=220# U=7# NAILED D/ESSIIGNNICCRIT.FBC10HVHZRES/TPL2007FT/RT•20%(0%y 1(0) QTY= 2 TOTAL= 2 IN FABRICA ING, HANDLING, SHIPPING, INSTALLING AND REFER TO SCSI (BUILDING COMPONENT SAFETYG.• TRUSSES REQUIRE EXTREMEARE I FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC 2 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669820 SCALE =1.0000 REF DATE 12-12-2013 DRWG O/A LEN. 2051) JOB #: 13HS341F TYPE JACK CM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / BJ56 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -138 Webs 2x4 SP #3-136 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18 Wind loads and reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 0-3X4 6-114" DESC. = BJ56 PLT. TYP.-WAVE Special loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 0 plf at -1.48 to 92 plf at 0.00 TC- From 2 plf at 0.00 to 2 plf at 5.47 BC- From 2 plf at 0.00 to 2 plf at 3.00 BC- From 2 plf at 3.00 to 2 pH at 5.47 PLB- From 10 plf at -1.44 to 10 plf at -0.10 TC- 73.45 Ib Conc. Load at 2.88 TC- 169.23 Ib Conc. Load at 4.80 BC- 219.83 Ib Conc. Load at 2.88 BC- 116.11 Ib Conc. Load at 4.80 Bottom chord checked for 10,00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=216# U=80# NAILED FLORIDA QUALITY TRUSS - r 1 TEL: (954) 975-3384 FAX: (954) 978-8960 3120 N. W. 16th TERRACE POMPANO BEAC21t FL 33064 -- 1'5-13/16" -}- 1'3-1/2" R=499# U=66# W=9-1/8" (Rigid Surface) 1'8-1/2" 5'5-5/8" 2'5-9/16"- 1'10-1116" - 1 R=206# U=15# NAILED DESIGN CRrT•FBC10HVHZRESITPI.2007 FT/RT•20%(0%)/1(0) QTY= 2 TOTAL= 2 ;PMA8NIN t TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING RTO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ttIMPORTANT" 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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC 2 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669821 SCALE =0.7500 REF DATE 12-12-2013 DRWG 0/A LEN. 50510 JOB #: 13HS341F TYPE HIP_JACK CM Job:(13HS341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / BJ28 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. All wind load cases on this truss have a 1.33 duration factor. Special loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 0 pif at -1.48 to 92 plf at 0.00 TC- From 2 pif at 0.00 to 2 pif at 2.68 BC- From 2 pif at 0.00 to 2 pif at 2.68 PLB- From 10 pif at -1.44 to 10 pif at -0.10 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 Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=36/-12# U=180# NAILED DESC. = BJ28 PLT TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO 13E1ACJi, FL 33064 1'5-13/16" _I 2'8-1/8" R=361# U=614# RL=265/-24# W=9-1/8" (Rigid Surface) =I R=221/-4# U=9# NAILED DESIGN CRR•FBCI0NVNZAESRP1.2007FT/RT•20%(0Xy 1(0) QTY= 2 TOTAL= 2 mARNING.• !MUSSES REQUIRE EX REME CARE IN I-ABHICAI INC, HANULINU, SHIPPIN(i, INSIALLINU ANL) SA: HING. 70 CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20116/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD, 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669822 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 20802 JOB #: 13HS341F TYPE HIP_JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J46 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 3X4 DESC. = J46 PLT TYP:WAVE FLORIDA QUALITY TRUSS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions 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. All wind load cases on this truss have a 1.33 duration factor. R=169# U=204# NAILED TEL: (954) 975-3384 TAX: (954) 978-8980 3 120 N.W. 16th TERRACE PO61PAN0 BEACH, FL 33064 1'5-7/16" -I- 1'2-1/2" R=430# U=376# RL=208/-29# W=8" (Rigid Surface) 1'5-1/2" 4'6-13/16" 1'10-13/16" DESIGN CRR•FBCIOHJHZRES/TP42007FT/RT•20%(0%)/1(0) QTY= 2 TOTAL= 2 'WARNING TRUSSES REQUIRE EXTREME CAKE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING, REFEF1 O BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KIH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/7P11 SEC. 2. 00 1 R=116# U=31# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" ti 0) (4 SEQ = 669826 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 40613 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J34 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-130 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = J34 PLT. TVP. -WAVE 3X4 • T THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=109# U=146# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 rAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'5-7/16" 1'2-1/2" 1'5-1/2" 7-5/8" H 3'3-5/8" R=370# U=359# RL=180/-28# W=8" (Rigid Surface) R=148# U=26# NAILED �yDyESSIIGNNiCCRIT FBC101NWRESRPL2007 FT/RT•20%f0%5110) QTY= 2 TOTAL= 2 TREFER TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 4 N REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669827 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 30310 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ5 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "1313" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration tactor. DESC. = CJ5 PLT. TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=198# U=240# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16111 TERRACE POMPANO BEACH, FL 33064 1'4" R=438# U=362# RL=233/-39# W=8" (Rigid Surface) 5' DESIGN CRIT•FBC101wHZRES/TPI-2007 FT/RT•20%40%V I/O) QTY= 2 TOTAL= 2 wm/a • TRUSSES HEUUIHE EX1 HEMS CANE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 PLATES ARE MADE OF 25/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GAL)/ STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=249# U=22# NAILED REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.0psf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669829 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 5 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ3 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.09 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT Il, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=102# U=247# NAILED 7r 7r E DESC. = CJ3 PLT. TYP.-WAVE /-► FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16tb TERRACE POMPANO BEACH, FL 33064 1'4" 1 — 3' R=357# U=609# RL=329/-29# W=6" (Rigid Surface) _I (0 0) R=226# U=17# NAILED DESIGN �CCRQR•FBC10MFT/ /NZRES/rP1-2007 RT•20;6(0%y 1(0) QTY= 8 TOTAL= 8 . TRUSSES REQUIRE EXTREME TRE IN FABRICA TING, HANDLING, SHIPPING, INSTALLING AND T6 BCSI (BUILDING COMPONENT SAFETY IN FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) ANO WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SURABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.022 5.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669831 SCALE =1.0000 IREF IDATE 12-12-2013 I DRWG O/A LEN. 3 JOB #: 13HS341F TYPE JACK CM Job:(13HS341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF / CJ1 Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-136: Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. R=-51# Rw=143# U=61# NAILED DESC. = CJ1 PLT. TYP: WAVE FLORIDA QUALrTYTRUSS EEL: (954)975.3384 FAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, PL 33064 CO M 14 =I= 1' R=353# U=670# RL=212/-28# W=6" (Rigid Surface) R=200/-11# U=13# NAILED THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 20.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. DESIGN CRR•FBCIOHVHZRESRPI.2007 FT/RT•20%(0%)/ 110) QTY= 8 TOTAL= 8 NINp** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. R T6 BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) ANO WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/7P11 SEC. 2. REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669833 SCALE =1.0000 REF DATE 12-12-2013 I DRWG O/A LEN. 1 JOB #: 13HS341F TYPE JACK CM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / HJ7 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = HJ7 PLT. TYP: WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Hipjack supports 7-0-0 setback jacks with no webs. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 5'1-11/16" R=421# U=221# NAILED ti. FLORIDA QUALITY TRUSS TIL: (954) 975-3384 FAX: (954) 978-8980 3120 N. W. 16th TERR ACE POMPANO BEACH, FL 33064 4 1'10-5/8" I - R=646# U=231# W=4-1/4" (Rigid Surface) 9'10-1/16" DESIGN N�CRIT•FBCIONVNZREB/1P42007 FT/RT•20%10%y 1(0) QTY= 1 TOTAL= 1 ywREFER SHIPPING, INSTALLING ANL1 T6ECSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY Thicre TRUSSES REQUIRE EX REM CARE IN PAEIRICA TING, PI (TRUSS PLATE NSTITUTE,eRA`ING. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PERANSI/TPI 1 SEC. 2. i0 ih (D ih R=391# U=63# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 1 O.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669834 SCALE =0.5000 IREF 1 DATE 12-12-2013 I DRW G O/A LEN. CM 91001 JOB #: 13HS341F TYPE HIP JACK Job:(131-4S341 F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF !HJ5 Top chord 2x4 SP #1 Dense-13B Bot chord 2x4 SP #1 Dense-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = HJ5 PLT. TYP-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS, D Hipjack supports 5-0-0 setback jacks with no webs. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=318# U=219# NAILED FLORIDA QUALITY TRUSS 'I'EL: (954) 975-3384 FAX (954) 978-8980 3120 N.W. 16th TERRACE POMPANO UEAC/1, FL 33064 1'10-5/8" _ R=470# U=200# W=7-3/4" (Rigid Surface) 7'0-1/8" DESIGN CRI1•FBC1011VH2RESRP1-2007 FT/RT•20%(0%)/ (0) QTY= 3 TOTAL= 3 �yy��ppNN��,,((��" 1 KUSStS KtUU94. tx 1 KtM[ CARL IN rABHILA I INC, HANULIMG, SHIF'YIMG, INS I PEEING AMU tl1iAl:1NG. REFER 76BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18I16GA (W,HISSIK) ASTM A653 GRADE 40/60 (W,KIH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSIRPI 1 SEC. 2 R=268# NAILED SEQ = 669835 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.Opsf I REF TC DL 15.Opsf I DATE 12-12-2013 BC DL 10.OpSf I DRWG BC LL 0.0psf cm TOT.LD. 55.Opsf DIA LEN. 70002 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE HIP_JACK ANCHORAGE AND RESTRAINT OF LATERAL BRACING THIS IS A DANGEROUS CONDITION < S1..kTBING z r COMPRESSION WEBS, I BUCKLING. 11 BEFORE AND AFTER II II I I CONTINUOUS. LATERAL BRACING I i/ (CLB) MAINTAINS SPACING, BUT PERMITS LATERAL BUCKLING OF ALL WEB MEMBERS AT THE SAME TIME. BEARING FOR TRUSSES FIG. 2 ANCHORAGE BY BUILDING DESIGNER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). /-- SHEATHING / r ANCHORAGE (BY BUILDING DESIGNER) INTO SOLID END WALL — RESTRAINS LATERAL BRACING, THEREBY \ \\\\\\\\\\��' PREVENTING WEB BUCKLING. FIG. 1 TO PREVENT THIS FAILURE, ANCHOR OR RESTRAIN TIS. LATERAL BRACING! USE METHOD SHOWN IN FIG. 2, 3A & 3B, OR ANOTHER STRUCTURALLY SOUND METHOD SPECIFIED BY PROFESSIONAL ENGINEER OR ARCHITECT. FIG. 3A DIAGONAL BRACE RESTRAINT (DBR) WITHIN THE UNIT (,3A & 3B) SHEATHING APPROX. CLB CLB CEILING Bullets -1g Components Group Inc Earth City, MO 63045 COMPRESSION WEB MING THE DRAWING BELOW (FIG. 3B) SHOWS HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLI—{S\—SCI). WHEN ANCHORAGE IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL BRACE RESTRAINT (DBR — ) MEMBERS ARE 2X4'S, THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED DIRECTLY TO THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME NAILING SHOWN IN FIG. 3A. FIG. 3B EXAMPLE TRUSSES COMPRESSION WEB, SLOPING OR VERTICAL. j OR WEB NEEDING BRACING. s') `\� \\ DBR MAY TRAVERSE MORE THAN TWO TRUSSES, DEPENDING ON TRUSS HEIGHT. 2X4 #3 OR STUD GRADE DBR NAILED TO OPPOSITE SIDE OF WEB AND REPEATED AT APPROXIMATELY 20 FOOT INTERVALS TO RESIST LATERAL MOVEMENT. ATTACH TO WEBS WITH (2) 16d COMMON (0.162' X 3.5',MIN) NAILS. •°TAVODa• RAD AND 701101 A11 RDS! OR 7/A El = Trim= require .tarn. oar. 1a t.Yler tla(. 1..d1t.A.. apping. Whaling ..d braising. Roder b ..d t=D.. 1MA (1•Odl•i Cmpaat Seely 1Jereatle . by 7P1 ead PICA) her Wats Smilers Prior to pertanabl thea fanatleot he1.Dee dull provide temporary =Wag Per 0. Urger Wed .ther.Ls. top .herd .hall ham properly =leaked street.r.l mush end bottom (herd dull Lrs a properly attached rigid Per meth= • 077lamella= . Le. this L 1.b. setae pa tar searemind= et mbi.tenawd Install= per «woman» MOM COPT 01 1112 OMR TO DI17A1Lfl0D 000SALTDIL ITV %DDam Campeau= Onup b.. 071100) .hell not b. 1. teras7 d.rlatla 0..a tale dad1•. .q lath= ts build the true Y cetlermaa...t1• Tp1. er to b...0, .airy•(. i.d+IDa{ Ae (l�r/.7e�ia..t ae..e. mica .....(ter plan ere mad. .0 00/1$/itQ (UA/1/19 41711 Axa Md. 17/Aa/eO d WOl/012 20ir•tryt., .era P tad sot a(gic.p am ud ee .a a Ire ..atOts •day ter the trim .sp(..at drip .l..a. The mite and use .t tab eratimuent ter .Itq =Idle 1. the ..r..tPp....pp1 0ty .e tie malar 1•.Iper PQ 4111. 1 Le. L DT-1COI r...LW ...oMO TPb ruw.tP••M...ct • ....ab.lod.ub7..MO IRI a.eieeea.ea REF BRACE RESTRAINT DATE 1/1/09 DRWG BRCLBANC0109 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bradng of trusses. Refer to BCSI Guide to Good Practice for Handlino. Installina. Restraihina & Bracino of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI-B3 Summary Sheet - Permanent Restraint/Bradna of Chords & Web Members for more information. An other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ningtin modo que idenbfique la frecuencia o localization de restriction lateral y arriostre diagonal temporales. Use las recomendadones de manejo, instalacion, restriction y arriostre temporal de los trusses. Vea el folleto BCSI Guia de Buena Prartica para el Maneio. Instalaaon. Restricodn v Arriostre de los Trusses de Madera Conertados can Placers de Metal para information mas detallada. Los dibujos de diseno de los trusses pueden espedficar las localizadones de restriction lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BCSI-B3 - Restriction/Arriostre Permanente de Cuerdas v Miembros Seamdarios para mas information. El resto de los diseuos de arriostres permanentes son la responsabilidad del Disenador del Edifido. 6 The consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, tevantamiento, instalacibn, restricdon y arrisotre incorrecto puede ser la caida de la estructura o titin peor, heridos o muertos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANEJO Q Avoid lateral bending. — Evite la flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. Use special care in windy weather or near power lines and airports. Spreader bar for truss NA Use proper rig- ging and hoisting equipment. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. 7 HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. & Warning) Don't overload the crane. iAdvertencia! iNo sobrecarga la grua! Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use solo los empaques para levantar un paquete. No levante un grupo de empaques individuales. QA single lift point may be used for bundles with trusses up to 45'. Two lift points may be used for bundles with trusses up to 60: Use at least 3 lift points for bundles with trusses greater than 60'. Puede usar un solo lugar de levantar para paquetes de trusses hasta 45 pies. Puede usar dos puntos de levantar para paquetes mas de 60 pies. Use por to mens tres puntos de levantar para paquetes mas de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALACIUN POR LA MANO DE TRUSSES INDIVIDUALES Q'. Warning! Do not over load supporting structure with truss bundle. iAdvertencia! No sobrecargue la estructui apoyada con el paquete de trusses. QPlace truss bundles in stable position. Puse paquetes de trusses en una posiaoi estable. El Trusses 20' or less, sup- port at peak. Levante del pico los trusses de 20 pies o menos. -01- Trusses up to 20' -> Trusses hasta 20 pies QTrusses 30' or less, support at quarter points. Levante de los cuartos de tramo los trusses de 30 pies o menos. . Trusses up to 30' Trusses hasta 30 pies HOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDIVIDUAL QHold each truss in position with the erection equipment until top chord temporary lateral restrain is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de gala hasta que la restriction lateral temporal de I cuerda superior este instalado y el truss esti asegurado en los soportes. Use equipo apropiado para levantar e improvisar. Q blaming! Using a single pick -point at the peak can damage the truss. iAdvertenda! D use de un solo lugar para levantar en el pico puede hater dano al truss. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES Tegine Tagline Toe-In QIf trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to SCSI Guide to Good Practice for Handling Installing Restraining & Bradnn_ gf�el jai Plate Connected Wood Trusses for more detailed information pertaining to handling and jobsite storage of trusses. Si los trusses estaran guardados horizon- talmente, ponga bloqueando de altura suficiente detras de la pia de los trusses. Para trusses guardados por mas de una semana, cubra los paquetes para prevenlr aumento de humedad pero permita venti- lacion. Vea el folleto BCSI Guia de Buena Practica para el Maneio. Instaladon. Restricnon v Ar- riostres de los Trusses de Madera Conectados Son Placas de Metal para information mas detallada sobre el manejo y almacenado de los trusses en area de trabajo. e Do not store unbraced bundles upright. No almacene verticalmentelos trusses sueltos. Do not store on uneven ground. No almacene en tierra desigual. Spreader bar 1/2 to r 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Approx. 1/2 truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Locate Spreader bar above or stillback mid -height Tagfine Attach 10' o.c. max Spreader bar 2/3 to 3/4 truss length TRUSSES UP TO AND OVER 60' h TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL QRefer to BC51-B2 Summary Sheet -Truss Installation s Ternnnrary Restraint/Bracing for more information. Vea el resumen BCSI B2 - Restriction/ Arriostre Temporal v Instaladon de los Trusses para mas informacion. QLocate ground braces for first truss directly in line with all rows of top chord temporary lat- eral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de restriction lateral temporal de la cuerda superior (vea la table en la proxima columna). icit Do not walk on unbraced trusses. No Gamine en trusses sueltos. ( Top Chord Tempora Lateral Restraint (TCTLR) 2x4 min. Brace first truss t— securely before erection of additior trusses. • STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES U1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el pnmero truss y ate seguramente al arriostre de tierra. 3) Instale los proximos cuatro trusses con restriccion lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los planos de los miembros secundanos para estable los primeros cinco trusses (vea abajo). B') Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses estenJnstafados. Refer to BCSI-82 Summary Sheet - Truss Installation & Temoorary Restraint/Brarinn for more information'. Vea el resumen BCSI-B2 - Instalacion de Trusses v Arriostre Temporal para mayor informaddn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES EL RESTRICCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas 4x2. 1) TOC? CHORD — CUERDA SUPERIOR i Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Lgngitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' Hasta 30 pies 30' to 45' 30 a 45 pies 45' to 60' 45 a 60 pies 60' to 80'* 60 a 80 pies* 10' o.c. max. 10 pies maximo 8' o.c. max. 8 pies maximo 6' o.c. max. 6 pies maximo 4' o.c. max. 4 pies maximo Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. 2 See BCSI-BZ for TCTLR options. Vea el 13CSI-B7 para las opdones de TCTLR. Ak Refer to BCSI-B3 Sum- - mart/ Sheet - Permanent Restraint/Bracina of Chords & Web Members for Gable End Frame restraint/bradng/ reinforcement information. Para information sobre rtstrtcdon/arriostre/refuerzo para amazon de hastial vea el resumen BCSI-B3 - Re- ttriccion/Arriostre Permanente de Cuerdas v Miembros Secundarios. E-A Repeat diagonal LJ braces for each set of 4 trusses. Ground bracing not shown for clarity. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS zs LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Repita los arrisotres diagonales para cada grupo de 4 trusses. Web Members 46,a��a�` .4.9W11/4,..4,04:001:01.... • �•:�� , ` Bottom Chords 'agonal Bracing 10'-15' max. Same sparing as bottom chord Lateral Restraint 3) BOTTOM CHORD — CUERDA INFERIOR Diagonal Braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. Lateral lappeRestrad overs - 2wo tr or �`` greater lapped two trusses. `_ Bottom �� lord=4� �� .��.�� Diagonal Braces every 10 truss spaces (20' max.) 10'-15' Some chord and web members max. not shown for clarity. 1 RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 A Refer to BCSI-B7 Summary Sheet - Temoorary & Per- manent Restraint/ Bracina for Parallel Chord Trusses for more information. Vea el resumen BCSI-137 - Restric- don v Arriostre Temporal v Permanente de Trusses de Cuerdas Paralelas para mas information. 10' 5515'•�� Diagonal Bracing Repeat Diagonal Bracing / every 15 (30') Apply Diagonal Brace to vertical webs at end of cantilever and at bearing locations. All Lateral Restraints lapped at least two trusses. "Top chord Temporary Lateral Restraint spacing shall be 10' o.c. max for 3x2 chords and 15' o.c. for 4x2 chords. INSTALLING - INSTALACION 17.71 Tolerances for Out -of -Plane. LJ Tolerancias para Fuera-de-Plano. Length —>r i Max. v Length —► Max. Bow Max. Bow - Length --s� QTolerances for Out -of -Plumb. Tolerancias para D/50 Fuera-de-Plomada. n O � /Plumb f bob 1/4" 12" 3/4" 1" I2'I CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con la construedon hasta que todas las restric- dones laterales y los arriostres erten colocados en forma apropiada y segura. QDo not exceed maximum stack heights. Refer to BCSI-B4 aummary Sheet - Construction Lnadina for more Information. 1' r 3' 4' 5' 6' 7' 28' Material Gypsum Board Plywood or OSB Asphalt Shingles No exceda las maxtmas alturas recomendadas. Vea el resumen Concrete Block $CSI -B4 Catga de Construction para mayor information. Clay Tde Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuates. Never stack materials near a peak. Nun amontone material cerca del pito. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses comp sea posible. , os tit QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-B5 Summary Sheet - Truss Damane_ Iobsite Modifications & Installation Errors. Vea el resumen BCSI-B5 r)a9ns de trusses. Modificadones en la Obra v Errores de Instaladon. Max. Truss Bow Length 3/4- 7/8• 1" 1-1/8" 1-1/4" I 1-3/8' I 12.5' 14.6' 16.7' 18.8' 20.8' 22.9' 25.0' 29.2' 233.3' Height 12" 16" 2 bundles 6" 3-4 tiles high Truss bracing not shown far clarity. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No carte, altere o perfore ningun miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alteiados sin una autorizacion previa del Fabricante de Trusses, pueden redudr o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Tess Designer rely on the presumption that the Contractor and crane operator (6 applicable) are professionals with the capability to undertake the work they have agreed to do on any given project If the Contractor believes it needs assistance in some aspect of the construction project, r should seek assabnce from a competent party. The methods and procedures °refinedin this document are mtaded to ensure that the overall construction teduniques employed wit put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a quarifed Building Designer or Contractor. It is not intended that these recommendations be interpreted as superior to the Building Designer's desgn specification for handling, installing, nestrainirg and bracing trusses and it does not seclude the use of other equivalent melds for restraining/bracing and providing stability for the walls, columns, Mos, roofs and all the interrelated structural building components as determined by the Contractor. Thus, WTCA and TPI expressly disdain any responsbfity for damages arising from the use, appfimtion, or reliance on the reanmmerdatios and information combined herein. sunsmcomporionarouswe 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • wwwsbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 703/683-1010 • www.tpinst.org 131WARN1101720061115 a 1, i i s \-rfirr,i_A a L-S' e m� tzt 31 To El EN gig ‘49 a t ! crk (c ti, rzatai Tl AA ra rtt 3 sir `^ 1-.), 4 s Arc 3_3-i s> n -- s E $ j a vcci IIVAgE - 0 SIR tas as 1 issal CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPEC;l!'it.D CLB ALTERNATIVE BRACING SIZE BRACING T OR L—BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X3 OR 2X4 2 ROWS 2X8 1 ROW 2X6 2 ROWS 2X8 1 ROW 2X8 2 ROWS 2X4 1-2X4 2X8 2-2X4 2X4 2X8 2X8 2X8 1-2X8 2-2X4(*) 1-2X8 2-2X8(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. IT B ulldIng Components Group Inc Earth City, MO 63045 T -BRACING OR L -BRACING: APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",11IN) NAILS. AT 8" 0.C. BRACE IS A MINIMUM 807. OF WEB MEMBER LENGTH SCAB BRACING: T—BRACE OR L—BRACE APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 8" 0.C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH .TATOTOt0" UAD AND PO1L.0i 411. MOTi1 ON TEO MCC Tra.a moire extrema ae 1a) talrkatha, h.Mliof. shipping, 1 arid fid. Rae 1e and faller I (3. its ComiVa fatmmatlba17 TP1 and IMMJ.)r ter alai m� p� to pe taw .b.. lar. impiety ala.l.d areatmril P.e.l. sed ..rd slat Ln .epi per17 aWLedd .. i. ine._ iia..hoe ter yaa.eaet lateral r.. t a vel. slat la "a lady la.talled per NCO ..olio. 30 i 37. Bee tht. )el'. amoral etas page f.r seen lafarmatla. "'tROITTAIr"a �?U �0 COPY 01.1.1.1310 MOE 70 DOTAtt.T6M CONTRACTOL 011 Ra1d1y lata meq W. (0111100) .h.11 ..t b. re.e..dfd.'ter d..0.U. bee qla darty, any f.Dae L ermd t1u ilea 1. rtar plata r elh TPI, er /111e/110A l.edtl.htpply. 1..l.nly r Wr.dy a tr..... 171100 ean.lm plat. w oral. a 10/11/16OA (v,11/1/11 MIA Aa03 grade 37µ0/60 (L/f/10) ply. real. Appb plat.. le .aab tae at tree., pattlm.d a sheen Ware and m faint Daws. A as a We army .r ewer page Ldlea....aplau.s end p.•a..dseal .ylnrfy r.pea.YOlty ••1•17 tar Ile taum e..p.n.t dodge .lora. Tae ratability .ad use a this eo.pa ..t lar • ry Validly le the Moa�Witty d the Da{..r per AN3f 1 D.. 1. 1C0: w.wltebag•eec.; • waw.tpi.t.eem: rick errw..bdndu.lry.ee.i 110: uwir.ta..t..er1 TC LL TC DL BC DL BC LL TOT. LD. T—BRACE L—BRACE SCAB BRACE • DUR. FAC. SPACING PSF REF CLB SUBST. PSF DATE 1/1/09 PSF DRWG BRCLBSUB0109 PSF PSF 0 0 CORNER JACKS CJ5 CJ 3 CJ1 STEPDOWN HIP CORNER SET DETAIL HIP GIRDER to U1 0j1 CORNER JACKS END JACKS w4 WI ,' 2'-0" -/-- 2'-0" f 2'-0" f 2'-0" NOTES: 1. DESIGN BASED ON SOUTHERN PINE LUMBER. 2. TRUSS TO BEARING CONNECTION BY OTHERS. 3. WIND LOADING BASED ON ASCE 7-10 MEAN ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II 4. APPLICATION OF TOENAILS PER NDS -2005 ** (3) 16d (0.162"x3.5") TOE -NAILS * (2) 16d (0.162"x3.5") TOE -NAILS NOTE: 10d (0.148"x3.0) GUN NAILS MAY BE SUBSTITUTED IN PLACE OF 16d TOE -NAILS UP TO THE MAXIMUM REACTIONS SHOWN BELOW. (2) NAILS: R=260# U=345# (3) NAILS: R=390# U=520# ** TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. e'RARNDIGe' MAD AND 70I1011 ALL NOTES ON TEM Gfia11 Tro»es »qai» extreme oars In fabricating. handing, shipping, faetallloj and bracing. Refer to and follow RCM (Branding Component Safety Information. by TPI and ZYTCA) for nfety practices prior to performing these function.. Installer. shall provide temporary bracing per BLS. Shrles noted othmwise, top chord shall have properly attached N.roatural panels and bottom chord shall have a properly attached rieid oe1110g. Ioeatka..bora for permanent Literal rsetrelnt of webs thaf have bracing installed per 1iC91 Indiana B, Q B7. Gee this lob's amoral nolo. page for mare information. wIlefl lfIN v. MN= COPY O7 MCI DCN TO Df9fALLATION CONTRACTOR. In Banding Compoosats Group tae. (MMUCCCI) .ball not be »apondble tor any devlatlon from this deelgo. any failure to bulid the true In coalermenoe with TPL or fabricating, bandan4 shipping. installing t n bracing of triunes. Irmo ocmneotor platen ars made of 0/1B/1GOA (G',H/G/s) AMU A454 grade 57/40/00 ( W//H.e)) �..u.t Appty pl.lam t.e to each laof tr.,"poeivamed u shown above and on Paint Detail.. r mor carer pass ladia.te. aooeptaam .ad .eofaa.faoal emjlneertag re. oaslbnity palely far the true ad pm dedmn shove. 7be .nItabtllty and use of this component for any bunding Is the rerpoodbtilty of tb. Bvfdng Dedjaar per AN9T/TPl 1 Seo. 8. RY HCO: m4t.Log.eom; TPI: m.tpfa.teom; TTCI. www..bafodvtry.oem: ICC: www.Ioe afa.org HIP JACK ** END JACK TC LL 20-30 TC DL 7-20 BC DL BC LL 10.00 TOT. LD. 37-55 ** HIP GIRDER HIP GIRDER PSF I REF PSFIDATE 3/21/12 PSF I DRWG STEPDOWN HIP PSF PSF DUR. FAC. 1.25 SPACING 2-0-0 PRODUCT CODE AHU26 AHU28 AH11210 AHU26-2 AMt28-2 AHU210-2 AHU46 AHU48 A/111410 SUUPPORTE PRODUCT J3te01 GAUGE 1 1/2 1 1/2 1 1/2 3 3 3 3 1/2 31/2 3 1/2 18 18 18 18 18 18 18 18 18 PRODUCT SUPPORTED PRODUCT CODE MEMBER GAUGE AGUS26 AGUS28 AGUS210 AGUS212 AGUS26-2 AGUS28-2 AGUS210-2 AGUS212-2 AGI -2T AGUS28-21 ACUS210-2T AGUS212-21 AGUS46 AGUS48 AGUS410 AGUS412 AGUS26-3 AGUS28-3 AGUS21O-3 AGUS212-3 AGUS26-3T AGU828-3T AGUS210-3T AGUS212-3T 1 1/2 1 1/2 1 1/2 1 1/2 3 3 3 12 12 12 12 12 12 12 B ildin HANGER :0W S1O[i. DMA Dywat OVERALL WIDTH - HEIGHT DEPTH - (n} Southern Pine (0.55 Specific Gravity) COW4ON !HAlL.1YPf F1LSTHERS . .ALLOWABLE DOWNWARD LOADS A11-trial08I.E UPWARD LOWS JOIST JOST HEAD, JOtST Dt1RATilii 4s;rDR : _ :inn nuw►*IN nlcros _ SIZE arY stf' tii r - i 1:15 175 1.G : -1 _ `2:15.-.:#2S 1.6 19/16 51/2 23/4 0.148'x1.5' 8 0.16253.5' 24 3350 3350 3350 3350 1025 1175 1280 1305 1 9/16 6 1/2 2 3/4 0.14851.5' 12 0.16253.5' 24 3655 4095 4250 4375 1 9/16 8 1/2 2 3/4 0.148'x1.5' 16 0.162'x3.5' 24 3655 4200 4565 5605 3 7/16 51/2 2 3/4 0.148'x3.0" 8 0.16253.5' 24 3350 3350 3350 3350 37/16 51/2 23/4 0.148530' 8 0.16253.5' 24 3655 4200 4375 4375 3 7/16 51/2 2 3/4 0.14853.0' 8 0.16253,5' 24 3655 4200 4565 5845 39/16 51/2 23/4 0.14853.0` 8 0.16253.5` 24 1 3350 3350 3350 3350 39/16 51/2 23/4 0.148X30' 8 0.16253.5' 24 1 3655 4200 4375 4375 3 9/16 51/2 2 3/4 0.148503.0` 8 0.162'x35 24 1 3655 4200 4565 5845 rents Group HANGER DIMENSION Southern Pine (0.53 Specific: DTA!) GLEAM NAIL TYPE FASTNEFIS 1 ALLOWABLE DOWNWARD LOADS CLEAR OVERALL OVERALL WIDTH HEIGHT DEPTH (m) (m) (H1) 1 5/8 1 5/8 1 5/8 1 5/8 3 1/8 3 1/8 3 1/8 5 7/16 615/16 8 15/16 10 15/16 5 7/16 615/16 815/16 4 1/4 41/4 4 1/4 4 1/4 4 1/4 41/4 41/4 JOIST SIZE 0.1487ci5 0.14851.5' 0148'X1.5' 0.148'x1.5" 0.148'x3.0' 0.148°x30' 014853.0' QTY 74 30 38 46 24 30 38 HEADER LOAD DURATION FACTOR SIZE WY1 0.162x35' 30 0.152x3.5 40 016253.5' 50 0.162'23.5' 60 01662'13.7 30 0.762.5' 40 0.162x35' 50 4925 6565 8210 9240 4925 6565 8210 1.15 9145 7410 8865 9240 5035 7410 8865 1.25 5035 7410 8865 9240 5035 7410 8865 1.6 5035 7410 8865 9240 5035 7410 8865 1535 2045 1025 1535 2045 1025 1535 2045 1765 2350 1175 1765 2350 1175 1765 2350 1915 2555 1280 1915 2555 1280 1915 2555 ALLOWABLE UPWARD LOADS LOAD DURATION FACTOR 1 2700 3485 5035 6455 2700 3485 5035 1.15 2700 3485 5035 6475 2700 3485 3035 1.25 2700 3485 5035 6475 2700 3485 5035 1.6 2/ul 3485 5035 6475 2700 3485 5035 2060 3270 1305 2060 3270 1305 2060 3270 3 3 3 3 3 31/2 31/2 31/2 31/2 41/2 41/2 41R 41/2 12 12 3 1/8 10 15/16 4 1/4 0.14853..0' 46 3 7/16 5 7/16 41/4 0.148%1Cr 24 0.1625:35' 0.162'x35 0.162'x3,5' 0162535' 60 30 9240 4925 1 9240 5035 9240 5035 9240 5035 6455 2700 6475 2700 6475 2700 6475 2700 12 12 3 7!16 3 7/16 615/16 815/16 41/4 41/4 0.148X30' 0.14853.0' 30 38 40 50 6565 8210 7410 8865 7410 8865 7410 8865 3485 5035 3485 5035 3485 5035 3485 5035 12 3 7/16 10 15/16 4 1/4 0.148X3A' 46 0.162'.5' 60 9240 9240 9240 9240 6455 6475 6475 6475 12 3 5/8 5 7116 41/4 0.148X3.0' 24 0.16253,5' 30 4925 5035 5035 5035 2700 2700 2700 2700 12 3 5/8 6155/16 41/4 0.148'x3.0' 30 0.16253.5' 1 0.1625:3.5' 0.162'X35' 1 0.162535' 40 6565 7410 7410 7410 3485 3485 3485 3485 12 3 5/8 815/16 41/4 01485:3.0' 38 50 8210 8865 8855 8865 5035 5035 5035 5035 12 3 5/8 7015/16 41/4 0.148`x3.0' 0.148530 0.14853.0' 0.1485:3' 0.148X3.0' 46 60 9240 9240 9240 9240 6455 6475 6475 6475 12 4 5/8 5 7/166 41/4 24 30 4925 9335 5035 5035 2700 2700 2700 2700 12 4 5/8 615/16 41/4 30 1 0.162'45 0.162535' 0.162535 40 6565 7410 7410 7410 3485 3485 3485 3485 12 4 5/8 815/16 41/4 38 50 8210 8865 8865 8865 5035 5035 59135 5035 12 4 5/8 1015/16 4114 46 60 9240 9240 9240 9240 6455 6475 6475 6475 4 1/2 12 5 5 7/16 4 1/4 0.14853.0' 24 0.1625:3.5' 0162X3.5' 0.162'X3.5' 0.162'45' 30 4925 5335 5035 5035 2700 2700 2700 2700 41/2 12 5 615/16 41/4 0.1485:3.0' _ 0.148'x3.0' 0.14853.0' 30 40 6565 7410 7410 7410 3485 3485 3485 3485 4 1/2 41/2 12 5 8 15/16 4 1/4 38 50 8210 8865 8805 8865 5035 5035 5035 5035 12 5 1015,16 41/4 46 60 9240 9240 9240 9240 6455 6475 6475 6475 104x1 '/2 Nis are0-1438'X . 10d Cori -limn N2.9s are 0.148' x 16c1 Co reoi Nails 0.162" x 3.5' EVA_EVALUATION REPORT FOR BCG CONST uc s ION HARDWARE PREPARED FOR FLORIDA PRODUCT APER= /` = I 4I 9 SSe:Ttss%G 8, 2010 13: 310 as _,.._.-za . eit- St's L i. _:. i. E_ 3't_ '�_`5 '2i e 'Yip' Buildima CaG?n cr is C.:.0inc., 1950 11 . --ley 1.�_ -ve !-aI tom r iw. F3 3384 GOA# 278 STATEMENT OF Cfi PLI CE AGUS 28 -ST L.. raquirements of the ^ idc F9,11114---! C-3de to be incrA_ 3tic' ce wilt the ti FLORIDA QUALITY TRUSS I \ I /" '# &. (vs+) 9t$ -33Z4 PAX (P5) 9775-b9'40 :pZt r.Utt C t YT=+1 TIN POMPANO WLACU.2 .33864 PROJECT NAME AND . `} D?ESS:- City % County ICON t i <<ACTOR / BUILDER MODE: / Elevation: REVIEWED 0Y-- ria/ REVIEWED, C RRECTIONS NOTED 0 REVISE AND RESUBMIT 0 NOT APPRCVED 0 Che ,,,c-,, s -nty for conformance with the design concept of the Pro :t T": conp'iarce wCh the information gwen in the Contract D "c :mens. Contractor is responsible for dimensions to be con- FLORIDAtk`tU LLTAC WSSlob site, tor informat.cn that pertains soler 1c cie `abncaLcn prcicesses or to techniques of construction, .2�C �1�r coordination of the worK of all traaes 3635 PARK Ctoi LRAbNifiEi POMPANOAEACH FL, 33064 >S4'3G 'Y 143 111115-. DATE: `2+17+ 13 E MAIL : Rut (✓vt3ELLSOUTH.NET PARKLAND GOLF & C.C. S D -V /ER.O — 'TX /) r ) 7) © AM- PARKLAND V,,9 PARKLAND BROWARD TOLL BROTHERS, INC. Lot / Block .53, Job #/3 S341—K. LTATEM T I cer f that the er gi: nng for the thiscce fisted on the ed sealed index she have -: des; d and chimed r compliance wi'f fE the Florida Building Code 2010. The Cusses have been designed prz vide -w - *kid and for -~s as required by the folowEng - ovisi ns: TRUSS LOADING CONDITIONS .ROOF TRUSSES TOP RD LIVE LOAD 'TOPC1-10i- DEAD LOAD li =BOTTOM CHORD i sVE t T FOM CH -.-ORD O LOAD -- TOTAL OA: -- T OTAL LOAD: DJRA:T.ONFAC,O 1p,posure Category: IEtr1 ;; Roo Height. '.O TRUSSES 3O.Opsf FLOOR p cHOLIVE LOAD 40.0Rsf 15.0psf .TOP C1 -10M3 D. LOAD 20.Opsf • 0.0 0 0et 10.0psf 'BOTTOM a-10RD DEAD Eo ;_t 1 . 5.Opif 55.0psf TOT 5 LOAD: 1.25 i TRATlO : FACTOR: ASCE 7-10 17Q. MPH • C 2-3, g : t 65.0psf 1.00 IOomps.:=er Proorar s for design: +^ l YE Attached is a index sheet submitted in accordance with Florida State 61G15-31.003. The Pages numbered .../ / thru.3.2.are photocopies of the original designed and approved by me. As wittness by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and belief. A.YEKTA KAVASOGLU, P.E FL. REG.#41310 6500 W.RODGERS CIRCLE #6000 BOCA RATON, FL 33487- DEC 1 6 1013 sIsSi ,/`1.„ °114-\t100- 1 No JTRUQqui 01. I L I al 1E 2_ 1 04. 1g 3 113 I 07. E 08. 1 °9" 10..i 1 11. 1 la 13 13. 1C...1 -14. 1C% G -- ,NO. 1 TRUSS I.D. 1 1 1 1 i I I i0 1 -41. 42. T43. 1 44. 1 45! 1 46. 1 47. 48. 49. J52. 53. 155. 54. 1 .81. L82. -81 184. _.85. 1 66. F- 1 aa. I m. 9°- 91. 92. " 1 9934. TR.11&i. W. isQ. TaiSS i.n. 171. j.122 1123. t124. 1125. 1 126. 1 127. 128. -129. 120. 131. 33, 134. ;-.31. . I 5'4:e 25. C5 4- r.66 1 1 '67. s 9. 70. "71. 72. 73. 74. 75. 28. 29. L�. r2 1 31. 1 r)-1 v Ain vg 1 33- 1/4 -34. 1 35. 1 f 36. 1 37. 1 38. . 1 40. 1 96. 97. 98. 100. 10.2. 1 114. I 115. 1 116. 1 117. A -1-7",. A A 'z•-..V--V-=_,T TT D 1.7 I.d ri-E-illq_T_Tf4E21...g Li its 6500 W_RaL,TIGRP-c_S CIRCLE 4g00{) 11 20. t . 139. 140. 441. 1142. 148. zS)44-. :146- 147. 148. 1 149. 1154. 1157. `up - - .r. F . : i, . • :z- -...• 0 • .. r..•-•%, '• ..• ,s• • ..... • • • ' ,ta ,•;• DEC 16 7013 1/. /c)NAL esc'‘.•\‘‘ ./1„ 0 -II/Hill/too T61. • 1,62. 1:64. 1 /let - 1.366. 167. t68. 1 169. 1 170. 1-1.71. 1 172.. I 1T3. 1174. 1 U'5. 17. • 117S. I1178. 1;79.. 1180.. • _ 1St 18?.. 183. 104: 1185. 38°'` /188 187: i I 1190. 101. -102. 103. 1194. ft95. -1-96. 1107 L 1199. 1g00_ 4 - .10(0 rtA 4/ ....... ..• ..10Etio+,:i • 0 (6 • 4 Florida Quality Truss Main Office:772-545-3950 Alt.Ph: - Fax:1-772-545-3690 Engineering -List Job #: 13HS341F Date: 12/12/2013 - Customer Information: Project Information: Name: TOLL BROTHERS - PAR Address: City, State, Zip: Salesman: PAUL BRANCALEONE Designer: CRAIG MARTIN Seq. Qty Num. 1 7 2 1 3 3 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 29-06-00 13 1 22-04-00 14 1 22-04-00 Contact: Fill in later Notes: Span Description 29-06-00 61 29-06-00 B1A 29-06-00 B2 29-06-00 63 29-06-00 B4 29-06-00 B5 29-06-00 B6G 2 -Pry 29-06-00 B7 29-06-00 B8 29-06-00 B9 29-06-00 B10 B11G C1 C2 144.2 lbs. each 176.4 lbs each 168 lbs. each 170.8 lbs. each 170.8 lbs. each 169.4 lbs. each Name: SAVIERO - TRADITIONAL- LOT 59d FL LW RF Address: LOT 59d City, State, Zip: PARKLAND, FL Truss 772.8 lbs. each I •' l"'� - � 148.4 lbs. each 145.6 lbs. each 148.4 lbs. each 146.3 lbs. each 148.4 lbs. each 96.6 lbs each 98.00 lbs. each✓� Page 1 of 2 Slope TC/BC 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 Loading: Region: Broward TC BC LL 30 0 DL 15 10 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-04-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 01-04-00 01-04-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Height 06-07-15 06-07-15 06-07-15 05-11-03 05-01-03 04-03-03 03-05-03 05-11-03 05-01-03 05-02-01 05-02-01 05-00-06 04-02-06 03-04-06 4 Seq. Qty Num. 15 1 16 2 17 5 18 4 19 1 20 1 21 3 22 1 23 4 24 1 25 6 26 2 27 8 28 2 29 1 30 1 31 2 32 2 Span Description 22-04-00 C3 10-00-00 07-00-00 07-00-00 H2 EJ7 EJ7B 07-00-00 EJ7A 07-00-00 EJ7C 05-00-00 EJ5 05-00-00 EJ5A 04-10-00 EJ48 04-10-00 J48 03-00-00 CJ3 03-00-00 CJ3A 01-00-00 CJ1 07-00-02 HJ5 07-00-02 HJ5A 06-09-04 HJ48 04-00-00 MV4 02-00-00 MV2 Trusses: 70.00 Truss 119.0 lbs. each 37.8 Ibs. each 26 60 Ibs. each 32.20 Ibs. each 37.80 Ibs. each 37.8 Ibs. each 19.6 Ibs each 23.80 Ibs. each 19.6 Ibs. each 21.7 Ibs. each 14.00 Ibs. each 15.40 Ibs. each 8.4 Ibs. each 28 Ibs. each 33.6 lbs. each 26.60 Ibs. each 14.00 lbs. each 5.600 Ibs. each Page 2 of 2 Slope TC/BC 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x6 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 3.54 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 5.00 0.00 2x4 / 2x4 Engineering List OH - L CANT -L STUB -L OH - R CANT -R STUB -R 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 ' 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-04-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-10-10 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-10-10 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 01-10-10 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Height 02-06-06 02-07-03 03-05-03 03-05-03 02-07-03 02-07-03 02-07-03 02-07-03 02-06-06 02-06-06 01-09-03 01-09-03 00-11-03 02-07-00 02-07-00 02-06-02 01-08-00 00-10-00 Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / 61 Top chord 2x4 SP #1 Dense -13B :T2, T3 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.77 ft. from roof edge. DESC. = B1 PLT TYP: WAVE 6-3/16' - 14'9" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 23.54 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. (a) Continuous lateral bracing equally spaced on member. Or 1x4 #3SRB SPF -S or better "T" brace. 80% length of 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. All wind load cases on this truss have a 1.33 duration factor. 14'9" R=1785# U=993# RL=267/-267# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS �t TEL: (954) 975-3384 FAX (954) 978-8980 3120 N.W. 161h TERRACE POMPANO REACH, FL 33064 29'6" DESIGN yyESSI NN��CCNR11 FBC10FNWAE3/0PL2007 FT/RT"20%(0%y 1(0) QTY= 7 TOTAL= 7 REFER. a. FRUSSES REQUIRE EXTREME CARE IN FABRIC:A FINCi, HANDLINU, SHIPPING, INSTALLING ANL) 16BCSl (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. NRDESIGN FURNISH COPY OF THIS LTTION ;OR. ALPINE BUILD ENGINEERED PRODUCTS,C, SHALLNOT BE RESPONSIBLE FOR ANYDEV DEVIATION FROM THIS DESIGNANY FAILURE O THE TRUSS IN 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 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 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1785# U=993# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669780 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341 F TYPE CO MN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B1A Top chord 2x4 SP #1 Dense -13B :T3 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B :132 2x6 SP SS -13B: :83 2x4 SP #2 N -13B: Webs 2x4 SP #3-138 :W2, W4 2x4 SP #1 Dense -13B: :W3, W8 2x4 SP #2 N -13B: :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 23.54 ft. from roof edge. 6-3/16" - 5 12 14'9" 6X10 THIS DWG. PREPARED 8Y THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 23.54 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Calculated horizontal deflection is 0.19" due to live load and 0.25" due to dead load. (a) 1x4 #3SRB SPF -S or better "T" brace. 80% length of web member, attached with 8d Box or Gun (0.113"x2.5",min )nails @ 6" OC. or (1) continuous lateral brace equally spaced on member. Deflection meets U360 live and U240 total load. Creep Increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 14'9" T 1'6- =5X8 1113X5 1112X4 6'8" 1 - 3'3" R=1789# U=990# RL=267/-267# W=6" (Rigid Surface) DESC. = B1A PLT. TYP -WAVE FLORIDA QUALITY TRUSS �7 TEL: (954) 975-3384 T'AX: (954) 978-6980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 29'6" 19'7" DESIGN CRR•FBC10FNNZRES/TP42007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 MtiyyppNlNQr. IKUSSES REQUIHt 6X1 REME CARE IN I-ASHICA TING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO-8CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND B0T7OM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/7P11 SEC. 2 R=1786# U=992# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669781 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B2 Top chord 2x4 SP #2 N -13B :T1 2x4 SP #1 Dense -136: :T4 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B2 2x4 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :W2 2x4 SP #2 N -13B: :Rt Slider 2x4 SP #3-136: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.77 ft. from roof edge. DESC. = 82 PLT. TYP: WAVE 63/16" 12 5 14'9" 5X6 1115X6(R) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 23.54 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional CBC member design 8 reactions. Calculated horizontal deflection is 0.13" due to live load and 0.17" due to dead load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 #3SRB SPF -S or better "T" brace. 80% length of web member. Attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. Deflection meets 0360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 14'9" k 5X6 (a) T i0 T4 �3 4=3X4(C3) F - 8X10 X41\(3Xd T R=1784# U=990# U=990# RL=267/-267# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TO -L: (954) 975-3384 FAX (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =5X6 14'10-3/4" =5X101113X5 8" 29'6" 3X4 1112 B2 III3X6(' 115" DESIGN �CRIT.FBC10w/HZRESMN-2007 FTIRT.20%(0%y 1(0) QTY= 3 TOTAL= 3 C( REFER 70ECSI (BUILDING COMPONENT SA ETYAI FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R=1796# U=998# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669782 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B3 Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N-138: :T3 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B2 2x4 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3.138: :Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. H- DESC. = B3 PLT. TYP.-WAVE 6-3/16" 12 5 V' 13' -I_ 3'6" -I- 1114 = X6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ("") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 23.18 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 ` I Wind loads based on MWFRS with additional C&C member design & reactions. Calculated horizontal deflection is 0.13" due to live load and 0.17" due to dead load. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS bads based on trusses located at least 11.59 ft. from roof edge. 13' �3X 3X4 1115 8(R) 13'3-1/2" R=1784# U=1015# RL=240/-240# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (9.54) 978-8980 3120 N.W. 16th TERRACE POMPANO REACH, YL 33064 =3X4 5X81112X4 1113X4 1113X5 29'6" io 3X4 =3X4(C3)14) 8X10 II �� 4X5(C33 3X5 1113X60v. `--.1.�3X 63 T :1 ..}4 11'5" �DyESSIpGNN�CRrr•FBC101N 12RES/TP)-2007 FT/RT.20%(0%y 1(0) QTY= 1 TOTAL= 1 p REFER 7BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY HANDLING, NSTITUTE,6HACING. 6 218 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSIRPI 1 SEC. 2 R=1796# U=1023# W=5" (Rigid Surface) SEQ = 669783 REV. 12.03.03.0225.15 SCALE =0.1875 TC LL 30.Opsf 1 REF TC DL 15.Opsf I DATE BC DL 10.Opsf I DRWG BC LL O.Opsf I CM TOT.LD. 55.Opsf O/A LEN. 12-12-2013 DUR.FAC. 1.25 SPACING 24.0" 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B4 Top chord 2x4 SP #1 Dense -13B :T3 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B3 2x4 SP SS -13B: :84 2x4 SP #2 N-138: Webs 2x4 SP #3-13B :W2 2x4 SP #2 N -13B: :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 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. All wind load cases on this truss have a 1.33 duration factor. F---- 5'1-3116" -1 DESC. = B4 PLT. TYP-WAVE 6-3/16' 12 11' 7'6" -:_== = 5X6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 22.76 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Calculated horizontal deflection is 0.13" due to live load and 0.17" due to dead load. (a) 1x4 #3SRB SPF -S or better "T" brace. 80% length of web member, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. or (1) continuous lateral brace equally spaced on member. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.38 ft. from roof edge. 3X 11' ///5X6(R) =4X6(B, 3Xs 11'3-1/2" R=1784# U=1022# RL=211/-211# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =5X6 1112X4 1112X4 1113X5 - 29'6" 4'4-1/2" = 1 = ee5)C8 11'5" T i0 3X43) in agX4jC 0 4X5(C3r B3 1II3X6( 15' CIT DDESSIIGNN�CRfr•FBCIOHVHZRES/TPL2007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 REFER1 TOS BCI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE NSTITUTE,BHAc.iN(i. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,WH,SS) GALV. STEEL. APPLY PLATES TO 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 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 BUILDING DESIGNER, PER ANSI?PI 1 SEC. 2. R=1796# U=1029# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669784 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B5 Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: :T3 2x4 SP SS -13B: Bot chord 2x4 SP #1 Dense -13B :B2 2x4 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :Rt Slider 2x4 SP #3-136: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-13B: :Rt Level Retum 2x4 SP #3-138: Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 12 5 �- 9' %2X 11'6" III?X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 22.34 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional CRC member design & reactions. Calculated horizontal deflection is 0.15" due to live load and 0.19" due to dead load. (a) 2x4 #3 or better "T" brace. 80% length of web member, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. or (1) continuous lateral brace equally spaced on member. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 9' (a) T io 3X4(C3) 3X5„ 8X10 4X5(C3 3X4 =8X8 6X8111 X5 1112X4 1113X6(' *5 R=1784# U=1029# RL=182/-182# W=6" (Rigid Surface) DESC. = 65 PLT. TYP: WAVE `g4 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 976-8980 3120 N.W. 16th TERRACE POMPANO BEACH, EL 33064 14'10-3/4" 29'6" =171- 11'5" DESIGN CRrr•FBCIOHVNZ111ES/TP1-2007 FT/RT,20%(OXN I(0) QTY= 1 TOTAL= 1 MFER in B�" I HUSbts HtUUIHt tX I HtMt) AHt IN YA5HI(,A I ING, MANULING, 5HII'/'ING, INS I ALLING ANU SHACIN(i. R SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. R=1796# U=1037# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669785 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B6G Top chord 2x4 SP #2 N -13B :T2 2x4 SP #1 Dense -13B: :T3 2x4 SP SS -13B: Bot chord 2x6 SP SS -13B :B2 2x8 SP SS -13B: :B3 2x4 SP #2 N -13B: Webs 2x4 SP #3-13B :W4 2x4 SP #1 Dense -13B: :W5, W6 2x4 SP #2 N -13B: :Rt Slider 2x4 SP #3-13B: BLOCK LENGTH = 1.354':Lt Level Return 2x4 SP #3-138: :Rt Level Retum 2x4 SP #3-13B: Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Special loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 pif at -1.3310 92 pif at 7.00 TC- From 46 pif at 7.00 to 46 pif at 22.50 TC- From 92 pif at 22.50 to 92 pif at 30.83 BC- From 20 pif at 0.00 to 20 pif at 5.06 BC- From 10 pif at 5.06 to 10 pif at 15.75 BC- From 10 pif at 15.75 to 10 pif at 24.44 BC- From 20 pif at 24.44 to 20 pif at 27.08 BC- From 20 pif at 27.08 to 20 pif at 28.03 BC- From 20 pif at 28.03 to 20 pif at 29.50 PLB- From 10 plf at -1.29 to 10 plf at -0.10 PLB- From 10 pif at 29.60 to 10 pif at 30.79 PLT- 287.08 Ib Conc. Load at ( 7.06,23.62), (9.06,23.62), (11.06,23.62) (13.06,23.62), (14.44,23.62) PLT- 252.41 Ib Conc. Load at (16.44,23.62), (18.44,23.62), (20.44,23.62) (22.44,23.62) PLB- 696.17 Ib Conc. Load at ( 5.06,20.27), (24.44,20.94) PLB- 134.36 Ib Conc. Load at ( 7.06,20.27), (9.06,20.27), (11.06,20.27) (13.06,20.27), (14.44,20.27) PLB- 137.00 Ib Conc. Load at (16.44,20.94), (18.44,20.94), (20.44,20.94) (22.44,20.94) Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = B6G PLT. TYP -WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N.W. 16t4 TERRACE POMPANO BEACH, PL 33064 I 7' 12 5 3I5-3/16" 3X10 =3/16' 3X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @11.75" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (") 3 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCp1(+/-)=0.18 Wind loads and reactions based on MWFRS. Calculated horizontal deflection is 0.14" due to live load and 0.17" due to dead load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 15'6" =3X5 7 -i 0 X6 =3X4L4 8X 1 13X8 1- 5/16" 1- R=3880# U=1905# W=6" (Rigid Surface) 1112X4 =5X14 1113X6( � B2 -3X10 )113X H13((4 14'10-3/4" SHIPPING, INST ALLING AND �ry+yDyyESSIIGNN��CNNRIIT•FBCION RZRESRP1-2007 FT/RT•20%(0%)/ I/O) QTY= 1 PLIES= 2 TOTAL= 2 N.. I RUSSES REQUIRE EXTREMEREFER'TO CSI (BUILDING COMPONENT SAFETY IA FRE ORMATION), PUBLISHED BY IN FABRICATING, TPI (TRUSS PLATE NSTITUTE,BRAC,INU 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/7P11 SEC. 2 29'6" =171- 11'5" - 3XXX R=3847# U=1735# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669858 SCALE =0.1250 REF DATE DRWG O/A LEN. 290600 JOB #: 13HS341F TYPE COMN 12-12-2013 CM Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B7 Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.59 ft. from roof edge. DESC. = B7 PLT. TYP: WAVE 6-3/16' - 13' - 3'6" R=1790# U=1018# RL=240/-240# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 975-5980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 5X6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 23.18 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. All wind load cases on this truss have a 1.33 duration factor. 13' T =3X4 3X5 =3X4 1112X4 29'6" DESIGN CRIr.FBC101NHZRESRP42007FrIRT.20%(0%y I)0) QTY= 1 TOTAL= 1 ((�GQ I KUSStS HtUUIHt EX) KtMt ).AKt IN I-ABKICA I ING, HANULING, SHINYING, INS (AILING ANU BRACING. R OBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STR., SUITE 312, ALE)(ANDRIA, VA. 22314) ANO WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1790# U=1018# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669787 SCALE =0.1875 REF DATE 12-12-2013 1 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / B8 Top chord 2x4 SP #1 Dense -13B 1301 chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.38 ft. from roof edge. 6-3/16" 11' 7,6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.76 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. All wind load cases on this truss have a 1.33 duration factor. X6 1112X 1112X4 R=1790# U=1025# RL=209/-209# W=6" (Rigid Surface) DESC. = B8 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 976-8980 3120 N.W. 16th TERRACE POMPANO REACH, FL 33064 3X4 6 = 3X4 11' 1 (0 1n ==-4X60327 29'6" DESIGN CRIT•FBC10141/KZRES/TP1-2007 FT/R1,20/4(0%)(1(0) QTY= 1 TOTAL= 1 ;WAI KUSStS KLUUIKt 0(1 HCMG (ANL IN rANNI(:A I !NU, KANULINIi, SI-10-VINIi, INS IALLIN(i ANL) tl (ALIN(a. REFER i6ECSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 & BRAC)NG OF TRUSSES. DESIGN 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,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. R=1790# U=1025# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf 10.0psf 0.Opsf 55.Opsf 1.25 BC DL BC LL TOT.LD. DUR.FAC. SPACING 24.0" SEQ = 669788 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B9 Top chord 2x4 SP #1 Dense -138 :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.40 ft. from roof edge. F- 5'2-1/16" ---...1 DESC. = B9 PLT. TYP: WAVE 6-3/16" 4X6(B 12 5 112" 03X 2'2" T2 1114X5(R) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.80 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. All wind load cases on this truss have a 1.33 duration factor. 7'2" 115X6(R) X6 9' 2X4 is s' M -4X6(1132)71- 3X4._ R=1790# U=1047# RL=212/-211# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS 1'EL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16td TERRACE POMPANO BEACH, FL 33064 1112X4 =4X8 =Hb310 =3X8 29'6" ��4yDVyESSIIGNN��CCNRDi Tr.FBCIONVHES/IP/-2007FT/RT-20%(0%Y 1(0) QTY= 1 TOTAL= 1 REFERiTOBCSI (BUILDING CO PONENTISAFETY INFORMATION), PUBLISHED BY FitlAh CAKE IN f-AbHICATING, TPI (TRUSS PLATE NSTITUTE,eK• AcING. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 PLATES ARE MADE OF 20/18/16GA (W, WSS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=1790# U=1051# W=5" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 1 O.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" 1u SEQ = 669789 SCALE =0.1875 1 REF 1 DATE 12-12-2013 DRWG 0/A LEN. 290600 JOB #: 13HS341F TYPE COMN CM Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / B10 Top chord 2x4 SP #2 N -13B :T3 2x6 SP SS -13B: :T4 2x4 SP SS -13B: Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-13B it Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 5'2-1/16" --I DESC. = B10 PLT. TYP-WAVE 6-3/16" 11'2" 42" 6'10-1/2" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.80 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. (a) #3 or better scab brace. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min )nails @ 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.40 ft. from roof edge. 7' R=1333# U=819# RL=212/-212# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS j — 1 TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEAC3t, FL 33064 22'1" 29'6" R=1863# U=953# W=6" (Rigid Surface) PESSIIGNN��CC�((RFF•FBC10FNH2RES/TPI.2007 FT/RT•20%(0%y 1(0) QTY= 1 TOTAL= 1 wNli ANL) -76BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPIH(TRUSS PLATE NSTITUTE,BHA(,iNL,. 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/113/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 7,5" R=568/-21# U=339# W=6" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669790 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / B11G Top chord 2x4 SP #2 N -13B Ti:2x4 SP #1 Dense -13B: Bot chord 2x4 SP #2 N1 -13B :B2 2x4 SP SS -13B: Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B::Rt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 170 mph wind, 22.73 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concun-ent live toad. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load Is 1.50. All wind load cases on this truss have a 1.33 duration factor. 6-3/16" DESC. = B11G PLT. TYP: WAVE 10'10" 12 ==-5X6 5 T1 3X 510" 11!4X5 RI THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Special loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at -1.33 to 92 plf at 11.17 TC- From 92 plf at 11.17 to 92 plf at 17.33 TC- From 92 plf at 17.33 to 92 plf at 24.50 TC- From 92 plf at 24.50 to 92 plf at 30.83 BC- From 20 plf at 0.00 to 20 plf at 22.44 BC- From 10 plf at 22.44 to 10 plf at 24.47 BC- From 20 plf at 24.47 to 20 plf at 29.50 PLB- From 10 plf at -1.29 to 10 plt at -0.10 PLB- From 10 p(f at 29.60 to 10 plf at 30.79 TC -197.32 Ib Conc. Load at 22.44 TC- 515.12 Ib Conc. Load at 24.47 BC- 248.86 Ib Conc. Load at 22.44 BC- 517.33 Ib Conc. Load at 24.47 Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. T2" =4X6 / 5(R) 3X5(85 , 0:- 3X 6-1 R=1274# U=665# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO MACH, FL 33064 1112X4 3X8==F�0310 =4X6 62 p'I 1114X5(R) 22,1" 29,6" 77-3/16" = 3X4(BBT R=3243# U=1494# W=6" (Rigid Surface) DESIGN CRIT•FBCIO11VHZRESRP1.2007 FT/RT•20%(0%)/ 1(0) QTY= 1 TOTAL= 1 MgTO -MS! I KUSStS KtUUIK6 t)(l KtMt (Alit IN FAdNIUA I IN(i, HANULINU, SRIF' "IN(i, INA' I ALLINLi ANL/ SKA(OINMLi REFER T SI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KIH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. 7,5" R=720# U=177# W=6" (Rigid Surface) 1 REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669791 SCALE =0.1875 REF DATE 12-12-2013 DRWG CM O/A LEN. 290600 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF/C1 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 11.15 ft. from roof edge. 6-3/3166' =3X6(B2 3X4 6-1/4 12 5 8'10" 2X4 5X6 R=1391# U=840# RL=152/-159# W=6" (Rigid Surface) DESC. = C1 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 918-0960 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 4'8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 22.31 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 8'10" =4X6 =3X4 =3X4 3X4 22'4" DESIGN CRR•FBC10WH2RESI1P1-2007FTR0T•20%(0%y1)0) QTY= 1 TOTAL= 1 EFER)N0 • I KUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING. R SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 R=1252# U=672# W=6" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669792 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 220400 JOB #: 13HS341F TYPE COMN Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / C2 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "130" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 6-3/3166" =3X6(82 3X4 6-1/4 12 5 6'10" 5X6 8'8" =3X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.89 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. All wind load cases on this truss have a 1.33 duration factor, 6'10" 5X6 T YD 3X6(82 R=1391# U=847# RL=123/-130# W=6" (Rigid Surface) DESC. = C2 PLT. TYP: WAVE FLORIDA QUALITY TRUSS 't-l::L: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =3X4 =H0310 22'4" =3X4 00�5IIGNN��CCNRrr FBC101NWAESRP4FT/ 2007 RT•20%(0%)/ I/O) QTY= 1 TOTAL= 1 TERIN FABRICATING, HANDLING, SHIPPING, INSTALLINCi AND .T6 SCSI (BUILDING COMPONENT G. TRUSSES REQUIREISA REME ETYARE INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) ANO TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL 014 THIS 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R=1252# U=679# W=6" (Rigid Surface) REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669793 SCALE =0.2500 REF DATE 12-12-2013 DRWG CM O/A LEN. 220400 JOB #: 13HS341F TYPE COMN Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / C3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N -13B :T2 2x4 SP #1 Dense -13B: Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC 170 mph wind, 21.48 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. 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. All wind load cases on this truss have a 1.33 duration factor. 6-3/36" DESC. = C3 PLT TYP.-WAVE 12 5 4X6(A1 3X4 6-1/4 4'10" 5X6 =4X5 12'8" T2 =3X4 Special loads ---(Lumber Dur.Fac TC- From 92 plf at TC- From 92 plf at TC- From 46 plf at TC- From 92 plf at BC- From 20 plf at BC- From 10 plf at BC- From 20 plf at PLB- From 10 plf at TC- 189.95 Ib Conc. TC- 484.19 Ib Conc. BC- 247.00 Ib Conc. BC- 512.84 Ib Conc. .=1.25 / Plate Dur.Fac.=1.25) -1.33 to 92 plf at 4.83 4.83 to 92 plf at 10.06 10.06 to 46 plf at 17.50 17.50 to 92 plf at 22.33 0.00 to 20 plf at 10.06 10.06 to 10 plf at 17.47 17.47 to 20 plf at 22.33 -1.29 to 10 plf at -0.10 Load at 11.44,13.44,15.44 Load at 17.47 Load at 11.44,13.44,15.44 Load at 17.47 Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. -1- =6X6 4'10" -� 1 4X10(B3° M 1 =4X5 R=1966# U=872# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL; (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 =7X6 22'4" 3X6 DyyEO,GNN��CRIT•FBCI0HVHZRES/TPL2007 FT/RT.20%)0%y 1(0) QTY= 1 TOTAL= 1 REFER 1' csi (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BHACIN(i 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 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, 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 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SURABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=2567# U=1009# W=6" (Rigid Surface) SEQ = 704267 REV. 12.03.03.0225.14 SCALE =0.2500 TC LL 30.Opsf I REF TC DL 15.0psf BC DL 10.Opsf BC LL 0.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" 1 DATE 12-12-2013 DRWG CM 0/A LEN. 220400 JOB #: 13HS341F TYPE COMN Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / H2 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 5' 4X5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. (H1) = (J) Hanger not calculated (1)2x6 SP SS -13B supporting member. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 5' F— 1'4" --{ R=703# U=901# RL=95/-102# W=6" (Rigid Surface) DESC. = H2 PLT. TYP -WAVE FLORIDA QUALITY TRUSS - TEL: (954) 975-3311114i� TAX: (954) 978-8960 3120 N.W. 16th TERRACE POMPANO BEACI4, PL 33064 10' DESIGN FBC10HVHZREs/TPF2007 FT/RT•20%(0%y 1(0) QTY= 2 TOTAL= 2 ;PAWL (BUILDING COMPONENTT SA ETYAINFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRA(.ING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/18GA (W,H/SS/K) ASTM A853 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSIRPI 1 SEC. 2. 1 R=552# U=655# H = H1 SEQ = 704262 REV. 12.03.03.0225.14 SCALE =0.5000 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" i REF DATE 12-12-2013 DRWG CM 0/A LEN. 10 JOB #: 13HS341F TYPE COMN E0 Job:(13HS341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF 1 EJ7 Top chord 2x4 SP SS -130 Bot chord 2x4 SP #2 N -13B ;Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1 6-3/16" 3X4 DESC. = EJ7 PLT. TYP.-WAVE .rr 6-1/4" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT It, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions Bottom chord checked for 10.00 psf non -concurrent live load. All wind load cases on this truss have a 1.33 duration factor. R=291# U=322# NAILED �1,4" _I_ R=545# U=425# RL=296/-30# W=6" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975.3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 • 7, OESIGN CRrr.FBC1mlw¢nesrtP42007 FT/RT.20%)0%)/ 1(0) QTY= 5 TOTAL= 5 ��pp%Nm�No6 n KUdac'd ,itUU1rtt t)).; ricO,t UNkc ,iV rkor 6l.,A,.,VCi, rhANJUNIi, bA,r'r':PI(4, )N51 AWNS NNJ dKNI;rNIi. aREFER TOBCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC., SHALL NOT 8E 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20118I16GA (W,HISSIK) ASTM A653 GRADE 40160 (W,K1H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI(TP) 1 SEC. 2. -) R=131# U=29# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669807 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM 0/A LEN. 7 JOB #: 13HS341F TYPE EJACK Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF / EJ7B Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC All wind load cases on this truss have a 1.33 duration factor. T 6-3/16" ��3X4 6-114" DESC. = EJ7B PLT. TYP-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.93 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5 0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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 10.96 ft. from roof edge. R=252# U=281# NAILED H---- 1'4" FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3 120 N. W. I6tit TERRACE POMPANO BEACH, VL 33064 1'5-5/8" 12-3/8" 7' R=545# U=425# RL=296/-30# W=8" (Rigid Surface) 4'4" DESIGN CRIT•FBC10H1/HZRE8RP1-2007 FTR7T•20%(0%y 1(0) QTY= 4 TOTAL= 4 ^WpgNINO•. I NUS .S KtUU (Kt tx I KtMt UAKt IN t-AUHIL:A I INIi, KANULINIi, SHE -0'0111i, INS (ALUM,ANU ISHA.IN(i. R CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC, 3, A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/7P11 SEC. 2. io M 0) N R=137# U=70# NAILED REV. 12.03.03.0225.15 SEQ = 669808 SCALE =0.7500 TC LL 30.Opsf REF TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" DATE 12-12-2013 DRWG CM 0/A LEN. 7 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7A Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC #1 hip supports 5-0-0 jacks with no webs. Left side jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang. All wind load cases on this truss have a 1.33 duration factor. T 6-3/16" .1:0-3X4 6-1/4" DESC. = EJ7A PLT. TYP -WAVE 5' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0,18 Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. (H1) = (J) Hanger not calculated (2)2x6 SP SS -13B supporting member. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. I_ 2' =4X6 1112X4 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 7' 1'4" -----1 R=650# U=336# W=6" (Rigid Surface) DESIGN CRf•FBCIOHVHZRES/TP42007FT/RT.20%(0%)/ 1(0) QTY= 1 TOTAL= 1 a�yyN�RtNi�� NlQ I KUSStJ , Uv4( tx I VE LAKC w rAtl4ILA I ING, hANU wLi, vrv,-w ).4, INS I AILING ANU dKAINIi. REFER i6ECSl (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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 ENGINEEREO PRODUCTS, 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 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,KM,SS) GALV. STEEL, APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL 014 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. R=696# U=331# H = H1 REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669809 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE HIPM Job:(13HS341F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ7C Top chord 2x4 SP #1 Dense -13B :T2 2x4 SP #2 N -13B: Bot chord 2x4 SP #2 14-13B Webs 2x4 SP #3-13B Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC #1 hip supports 5-0-0 jacks with no webs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50, At wind load cases on this truss have a 1.33 duration factor. T 6-3/16" 3 X4 +3X4 T 6-1/4' DESC. = EJ7C PLT. TYP: WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3020 N. W. t6rb TERRACE POMPANO BEACH, FL 33064 5' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. (H1) = (J) Hanger not calculated (2)2x8 SP SS -13B supporting member. Left side jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 5-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. i 1114X5(R) • 2' T2 3X4 I--- 1'4" 7' I = 1'5-5/8" -- •. 1'2-3/8" R=650# U=336# W=8" (Rigid Surface) 4'4" DESIGN CRIT•FBC10/NHZRES/1PI-2007 FT/RT•20%(0%y 1(0) QTY= 1 TOTAL= 1 I KUSb0, KtUUI/ txl KtMI I:AKt IN YAtlKIUP, I ING, I'1ANULIN/i, SKIYI"INU, IN.I IALLING ANU tlr4AeINIi. R CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR , SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 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 PLATES ARE MADE OF 20/16/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KIH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSIITPI 1 SEC. 2. 1 R=696# U=331# H = H1 M REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669810 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 7 JOB #: 13HS341F TYPE HIPM Job:(13HS341F)SAVIERO- TRADITIONAL- LOT 59d FL LW RF / EJ5 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 1 6-3/16" 3X4 DESC. = EJ5 PLT. TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT ll, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads R=197# U=261# NAILED FLORIDA QUALITY TRUSS 'I'tEL,. (954) 975-3384 t:'AX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" R=438# U=396# RL=252/-30# W=6" (Rigid Surface) 5' ��DyyESSIIG��NNy��CNNRIT•FBCI0HVHZRESRPL2007 FTFRT•20%(0%V 1(0) QTY= 3 TOTAL= 3 nEFERtTOECSI (BUILDING COMPONENT SAFETY NFORMATION), PUBLISHED BY TPI 7127ST,ZATENS TUTE,eHACING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. R=249# U=25# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669813 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 5 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ5A Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 1 6.3/16- J3X4 DESC. = EJ5A PLT. TYP-WAVE .tom•• f. FLORIDA QUALITY TRUSS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. 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. All wind Toad cases on this truss have a 1.33 duration factor. R=193# U=250# NAILED F TEL: (954) 975-3384 PAX: (954) 978-6980 3120 N. W. 16th TERRACE: POMPANO BEACH, FL 33064 1'4" 1'1-3/8" R=438# U=396# RL=252/-30# W=5" (Rigid Surface) 1'3-5/8" 5' «yDyESSIIG�NNmCRR•FBC10NHZAES/TP12007 FT/RT•20%(0%V 1(0) QTY= 1 TOTAL= 1 REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlHAGING, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSI/TP' 1 SEC 2. 2'7" i0 00 1 R=104# U=37# NAILED (0 M REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669814 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 5 JOB #: 13HS341F TYPE EJACK Job:(13HS341F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / EJ48 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 1 6-3/16' 3X4 DESC. = EJ48 PLT. TYP: WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 21.48 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=190# U=254# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 76th TERRACE POMPANO BEACH, EL 33064 4'10" R=430# U=393# RL=247/-30# W=6" (Rigid Surface) IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND M.70 -2007 FT/RT40%(0%)) 1(0) QTY= 4 TOTAL= 4 REFER 76BCSI (BUILDING COMPONENT SAFETY IA FORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRA(,INc,. M 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER PER ANSI/7P11 SEC. 2 R=247# U=25# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669815 SCALE =1.0000 1 REF DATE 12-12-2013 DRWG CM O/A LEN. 41000 JOB #: 13HS341F TYPE EJACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / J48 Top chord 2x4 SP #2 N -13B Bot chord 2x6 SP SS -13B Webs 2x4 SP #3-138 Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Wind loads based on MWFRS with additional CBC member design & reactions. (H1) = (J) Hanger not calculated (1)2x6 SP SS -13B supporting member. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 2X4(A1) 6.3/161 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Special loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 92 plf at 0.00 to 92 pH at 4.83 BC- From 10 plf at 0.00 to 10 plf at 4.83 BC- 552.40 Ib Conc. Load at 0.90, 2.90 1 I, 170 mph wind, 21.75 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MWFRS loads based on trusses located at least 10.88 ft. from roof edge. 1112X4 R=948# U=482# RL=193# W=6" (Rigid Surface) DESC. = J48 PLT .TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 16th TERRACE POMPANO BEACH, FL 33064 4'10" R=652# U=339# H = H1 DESIGN CRR•F8C101-JHZRES/TP1-2001 FT/RT•20%(0%(/ 1(0) QTY= 1 TOTAL= 1 �WARNIN n TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 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 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 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 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 REV. 12.03.03.0225.14 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 704265 SCALE =1.0000 REF DATE DRWG O/A LEN. JOB #: 13HS341F TYPE MONO 12-12-2013 CM 41000 Job:(13HS341F) SAVIERO -TRADITIONAL- LOT 59d FL LW RF 1 CJ3 Top chord 2x4 SP #2 N-138 Bot chord 2x4 SP #2 N-13B :Lt Level Return 2x4 SP #3-138: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 1 6-3116' 3X4 DESC. = CJ3 PLT TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.09 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 0, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. / '1 Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads R=102# U=247# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'4" R=357# U=609# RL=329/-29# W=6" (Rigid Surface) 3' _L R=226# U=17# NAILED DESIGN CRrr•FBC10OHvCCRESrtv42007 FT/9T•20%(0%)/ 1(0) QTY= 6 TOTAL= 6 ««��yy��rr��pp��,,JJl�8}.�J IKUSSt0 KtWIKt tXl1 Mt CAKt w rAdKIUAI IMG, r1AMULIMG, SHIt'1'IN(i, I1 ALLIMG ANU w4AewU. REFEt2 70 CSI (BUIL)ING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC , SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TI -HS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN 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 PLATES ARE MADE OF 20I16116GA (W,H(SS(K) ASTM A653 GRADE 40(60 (W,KIH,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3, A SEAL ON THIS 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 BUILDING DESIGNER, PER ANSIfTPI 1 SEC. 2. SEQ = 669831 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.Opsf REF TC DL 15.Opsf BC DL 1 O.Opsf BC LL 0.0psf TOT.LD. 55.0psf 1 DUR.FAC. 1.25 I SPACING 24.0" DATE 12-12-2013 DRWG CM O/A LEN. 3 JOB #: 13HS341 F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ3A Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Webs 2x4 SP #3-13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. io 0) 1 6-3/18' 3X4 ch DESC. = CJ3A PLT TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954)978-R900 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 3' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.09 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. '4f Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. R=211# U=263# NAILED Tt 1 - 1'4" =I= 2'5" R=356# U=608# RL=329/-29# W=5" (Rigid Surface) - DESIGN CRIT.FBCIONVNZAES/TP1-2007 FT/RT•20%(0%y I/O) QTY= 2 TOTAL= 2 EFER T6B , TRUSSES REQUIRE EXI KEME CARE IN FABRICATING, HANULING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SURABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/7P11 SEC. 2. REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669832 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM 0/A LEN. 3 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / CJ1 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 1 6-3/16" 10-3X4 <o DESC. = CJ1 PLT. TYP: WAVE � FLORIDATli� QUALI TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33(164 R=-51# Rw=143# U=61# NAILED H 1'4" 1'-0-1 1 (0 M 1 R=353# U=670# RL=212/-28# W=6" (Rigid Surface) R=200/-11# U=13# NAILED THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 20.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. DESIGN ICRrT.FBC10HVHZRES/TPF2007 FTlTT•20%(0%y 1(0) QTY= 8 TOTAL= 8 TNId CSI (BUILDING COMPONENT SAFETY IA FKE ORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,BRA(.ING. 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 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, INC., SHALL NOT 8E 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 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.Opsf BC DL 1 O.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669833 SCALE =1.0000 REF DATE 12-12-2013 DRWG CM O/A LEN. 1 JOB #: 13HS341F TYPE JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / HJ5 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = HJ5 PLT. TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 5-0-0 setback jacks with no webs. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R=318# U=219# NAILED FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16th TERRACE POMPANO BEACH, FL 33064 1'10-5/8" R=470# U=200# W=7-3/4" (Rigid Surface) 7'0-1/8" DESIGN CRIT•FBC10RVHZRES/TP42007 FT/RT40%(0%)/ 1(0) QTY= 2 TOTAL= 2 EFERI7(313" MUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. R CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC.. SHALL NOT 8E 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W,KM,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. (0 R=268# NAILED SEQ = 669835 REV. 12.03.03.0225.15 SCALE =0.7500 TC LL 30.0psf REF TC DL 15.Opsf DATE 12-12-2013 BC DL 10.Opsf DRWG BC LL O.Opsf CM TOT.LD. 55.Opsf O/A LEN. 70002 DUR.FAC. 1.25 JOB #: 13HS341F SPACING 24.0" TYPE HIP_JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF/HJ5A Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -13B Webs 2x4 SP #3-138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Truss checked for 2004 movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 5-0-0 setback jacks with no webs. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1,33 duration factor. R=282# U=185# NAILED DESC. = HJ5A PLT. TYP-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 TAX: (954) 978-11980 3120 N. W. 16tb TERRACE • POMPANO BEACH, FL 33064 1'10-5/8" 2'0-3/8" R=470# U=200# W=10-9/16" (Rigid Surface) 1'8-1/8" 7'0-1/8" DyE�GSIpNN�CN7A RIT•FBC10NVNESRPbN107 FT/RT•20%(0%y 1(0) QTY= 1 TOTAL= 1 REFER 76ECSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISSES REQUIRE WO REME CARE IN FABRICATING, SHED BY TPI H(TRUSS PLATE NSTITUTE,IPPING, INSTALLING ANL) e�`ING. 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/165A (W,H/SS/K) ASTM A853 GRADE 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3, A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 3'3-5/8" LOo I R=156# U=8# NAILED REV. 12.03.03.0225.15 TC LL 30.Opsf TC DL 15.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" (D 1 '1 1 SEQ = 669836 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 70002 JOB #: 13HS341F TYPE HIP JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / HJ48 Top chord 2x4 SP #1 Dense -13B Bot chord 2x4 SP #1 Dense -138 :Lt Level Return 2x4 SP #3-13B: Lumber grades designated with "138" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 21.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. p Hipjack supports 4-10-0 setback jacks with no webs. I! - Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads R=294# U=203# NAILED DESC. = HJ48 PLT. TYP: WAVE FLORIDA QUALITY TR.USS TEL: (954) 975-3384 FAX: (954) 978-8980 3120 N.W. 16tb TERRACE POMPANO REACH, FL 33064 1'10-5/8" - R=465# U=193# W=7-3/4" (Rigid Surface) 0'9-1/4" DyESSIIGNN�CNRIDWBC10HVH7RES/ 1.2007 FT/R% T40(0%y 1(0) QTY= 1 TOTAL= 1 REFER T6 BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE NSTITUTE,tlHACINC;, 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 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, 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 CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR 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 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/7P11 SEC. 2. CV R=266# NAILED REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669837 SCALE =0.7500 REF DATE 12-12-2013 DRWG CM O/A LEN. 60904 JOB #: 13HS341F TYPE HIP_JACK Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / MV4 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N-138 Webs 2x4 SP #3-13B Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. DESC. = MV4 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-13980 3120 N.W. 16tb TERRACE POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. See DWG VAL1 B0100212 for valley details. 1112X4 4, f - -8-3/8" H R=112pIf U=100pIf RL=38plf W=4' (Rigid Surface) DESIGN CRR•FBCIOHVHZRES/TPI.2007 FT/RT•20%(0%)/ 1(0) QTY= 2 TOTAL= 2 KING I SUSSES KtUUIKt EXI REMt CAKE IN I-ABRICA IING, HANDLING, SHIPPING, INSTALLING AND BRACING. M7.° BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STR , SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE 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 PROPERLY ATTACHED RIGID CEILING. "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 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN 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) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL 8E PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2 SEQ = 669839 REV. 12.03.03.0225.15 SCALE =1.0000 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 12-12-2013 DRWG CM O/A LEN. 4 JOB #: 13HS341F TYPE VAL Job:(13HS341 F) SAVIERO - TRADITIONAL- LOT 59d FL LW RF / MV2 Top chord 2x4 SP #2 N -13B Bot chord 2x4 SP #2 N -13B Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 2X4(D8R) 12 5[/ DESC. = MV2 PLT. TYP-WAVE FLORIDA QUALITY TRUSS 1,.-T TEL: (954) 975-3384 TAX: (954) 978-8980 3120 N. W. 1611: TERRACE POMPANO BEACH, EL 33064 -8-3/8" H R=223# U=127# RL=57# W=2' (Rigid Surface) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 170 mph wind, 22.56 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5 0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads based on MWFRS with additional C&C member design & reactions. Bottom chord checked for 10.00 psf non -concurrent live load. See DWG VAL180100212 for valley details. DESIGN CRR•FSCIOHVHZRESRP1-2007 FT)RT•20%(0%),1(0) QTY= 2 TOTAL= 2 KWppNINg)•* IKUSStS HECK/IRS tX1 HEMS CAKE IN (-ASH ICA TING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER T CSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 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 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, INC., SHALL NOT 8E 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 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 40/60 (W,K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS 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 BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. REV. 12.03.03.0225.15 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.25 SPACING 24.0" SEQ = 669840 SCALE =1.0000 REF DATE 12-12-2013 DRWG O/A LEN. 2 JOB #: 13HS341F TYPE VAL CM THIS ANCHORAGE AND RESTRAINT OF LATERAL BRACING IS A DANGEROUS CONDITION SHEATHING COMPRESSION WEBS, BEFORE AND AFTER BUCKLING. CONTINUOUS LATERAL BRACING (TLB) MAINTAINS SPACING. BUT PERMITS LATERAL BUCKLING OF ALL WEB 11E11BERS AT THE SAME TIME. BEARING FOR TRUSSES FIG. 2 ANCHORAGE BY BUILDING DESIGNER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). FIG. 1 TO PREVENT THIS FAILURE ANCHOR OR RESTRAIN THE LATERAL BRACING! USE METHOD SHOWN IN FIG. 2, 3A k 3B, OR ANOTHER STRUCTURALLY SOUND METHOD SPECIFIED BY PROFESSIONAL ENGINEER OR ARCHITECT. FIG. 3A DIAGONAL BRACE RESTRAINT (DBR) WITHIN THE UNIT (3A & 3131 ANCHORAGE (BY BUILDING DESIGNER) INTO SOLID END APPAOI , WALL - RESTRAINS LATERAL 46� \'• BRACING, THEREBY \�\\ , PREVENTING WEB BUCKLING. OLE CLE COMPRESSION WEB CEILING 6ulding Components Group Inc. Earth City, MO 63045 7-----%�G SHEATHING S . THE DRAWING BELOW (FIG. 3B) SHOWS HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLB-Mi). WHEN ANCHORAGE IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL BRACE RESTRAINT (DBR - .:': ) MEMBERS ARE 2X4'S, THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED DIRECTLY TO THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME NAILING SHOWN IN FIG. 3A. FIG. 3B EXAMPLE TRUSSES COMPRESSION WEB, SLOPING OR VERTICAL j.... -----..........--...../................. OR CIN NEEDING BRACING. DBR MAY TRAVERSE MORE THAN TWO TRUSSES, DEPENDING ON TRUSS HEIGHT. 2X4 #3 OR STUD GRADE DBR NAILED TO OPPOSITE SIDE OF WEB AND MELTED AT APPROXIMATELY 20 FOOT INTERVALS TO RESIST LATERAL MOVEMENT. ATTACH TO WEBS WITH (2) 16d COMMON (0.162' X 3.6',12N) NAILS. . NI.nt0!O•• HAD AND 6OaLOT 11], NOM ON MN N11 Tram mobs atom ors la htrlaWhs. Y.MDe6 this/oft. twat.' .M bialy. Ota t .M t.4.► 3CA (Nal ilei Cseparnt Deity m .4 b f rndl111 sad 1110A) fur safety pru5ll5rNWWto purl emt5a taw falls.. te.t.DSn Oa provide tuparf bruins or D. Valor ■.t.d at/solo toy .bard .hull bt?. p 1 •ttaShM utruaherhd p a aM ►ettua shad .hall hos • trap.rb aMs.h.d TWA mo• tion. Im_ O 87. this hapv t �Ws wd. .orf aaas 01fa�a 40 ,0. hastened or 6fOD ••DQONTIM•• P01N� CO?T O) T� =I 10 Ds t11 t rss 00 78W101. sa Building O.�ponsl. 4h_ l s .011 nut W . tar ay d.a.ua for. th1s Arlo , broths • t.Dr. r OW th. bran L oto? au».. 8 IPL f 1•Sr1.. . 8.i .d. thllprd. b MX! .f atr1.?..... niTe .5.55.4.? Oar.r...i* .0 I0/1$RDa► (11.11/11/11 131St AM p•d. 37/40/00 A ...2 C. Oats A W.. o oda .'t5. l •.. too .ad pm ma sho.hoo also rf.d��bUMs for the for s. pond dale..h.a.. 1ho mita s .M or .f this ..rphrost for sae Widths b t1. !�.Pa.2 t1 of ty 3. 0••1Pa sur 116' 1 0o. 6 11Y-3C0:.a►ItrfSs.e.s: 1p1:.aa.tpla.t..a.a: • a.►..b5lada.frp 00r: 10C aa+J.awf..rrs REF BRACE RESTRAINT DATE 1/1/09 DRWG BRCLBANC0109 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI Guide to Good Practice for Handlina. Installing. Restraini g & Bradng of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may spedfy locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI-B3 Summar,/ Sheet — Permanent Restraint/Bracing cif Chords & Web Memhers for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ningtin modo que identifique la frecuenda o localization de restriadon lateral y amostre diagonal temporales. Use las recomendadones de manejo, instaladon, lestricdon y arriostre temporal de los trusses. Vea el folleto @CSI Guia de Buena Practica para el Manelo. Instalacion. Restriction v Arriostre de los Trusses de Madera Cgnect dos con Placas de Metal para informadon mas detallada. Los dibujos de diseno de los trusses pueden espedficar las localizations de restriccidn lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BCSI.83 - Restritaon/Arriostre Permanente dQ Cuerdas v Miembms Seclindarjo5 para mas informadon. El resto de los disenos de arriostres permanentes son la responsabilidad del Disenador del Edifido. Qi The consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, levantamiento, instalacion, restricdon y arrisotre incorrecto puede ser la caida de la estructura o ai n peor, heridos o muertos. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Qr. Warning! Don't overload the crane. iAdvertenaa!iNo sobrecarga la grual (S) Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use solo los empaques para levantar un paquete. No levante un grupo de empaques individuales. A single lift point may be used for bundles with trusses up to 45'. Two lift points may be used for bundles with trusses up to 60'. Use at least 3 lift points for bundles with trusses greater than 60'. Puede usar un solo lugar de levantar para paquetes de trusses hasta 45 pies. Puede usar dos puntos de levantar para paquetes mas de 60 pies. Use por lo menos tres puntos de levantar para paquetes mas de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALACION POR LA MANO DE TRUSSES INDIVIDUALES Warning! Do not over load supporting structure with truss bundle. iAdvertenda! No sobrecargue la estructur apoyada con el paquete de trusses. QPlace truss bundles in stable position. Puse paquetes de trusses en una posicior estable. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANEJO Avoid lateral bending. — Evite la Flexion lateral. Use spedal care in windy weather or near power lines and airports. Utilice cuidado especial en dias ventosos o cerca de cables eleetricos o de aeropuertos. Trusses 20' or less, sup- port at peak. Levante del pico los trusses de 20 pies o menos. t-- Trusses up to 20' -►I Trusses hasta 20 pies Trusses 30' or less, support at quarter points. Levante de los cuartos de tramo los trusses de 30 pies o menos. E. Trusses up to 30' -;► Trusses hasta 30 pies (HOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDIVIDUAL QHold each truss in position with the erection equipment until top chord temporary lateral restrain s installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de graa hasta que la restriction lateral temporal de I cuerda superior este instalado y el truss esta asegurado en los soportes. Warning! Using a single pick -point at the peak can damage the truss. iAdvertencia! El use de un solo lugar para levantar en el pico puede hacer dant) al truss. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. Spreader bar for truss QUse proper rig- ging and hoisting equipment. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 60' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Use equipo apropiado para levantar e improvisar. Tagline Tagkne Sores • er bar T �� Toe-tn Spreader bar 12 to 2/3 truss length 1111.155ES UP TO 60' TRUSSES HASTA 60 PIES Approx. 12 truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Locate Spreader bar above or stiftback nod -height Attach 10' O.C. max. QIf trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to BCSI Guide to Good Practice_ for Handling. Installina. Restrainina & Bracing of Metal Plate Connected Wood Trusses for more detailed information pertaining to handling and jobsite storage of trusses. • Do not store unbraced bundles upright. Spreader bar 2/3 to 3/4 W s length No almacene verticalmente los trusses sueltos. 'regime TRUSSES UP TO AND OVER 60' —y TRUSSES HASTA V 50BRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL QRefer to BCS( -B2 Summary Sheet - Truss Installation & Temporary Restraint/Bracing for more information. Vea el resumen S1 B2 — Restriction/ Arnostre Temporal v Instalacion de los Trusses para mas information. j; J( Locate ground braces for first truss directly in L_l line with all rows of top chord temporary lat- eral restraint (see table in the next column). Coloque los arnostres de Berra para el primer truss directamente en linea con cada una de las blas de restriccion lateral temporal de la cuerda superior (yea la table en la proxima columna). Si los trusses estaran guardados horizon- talmente, ponga bloqueando de altura suficiente detras de la pila de los trusses. Top Chord Tampon Lateral Restraint (TCTLR) 2x4 min. Para trusses guardados por mas de una semana, cubra los paquetes para prevenu aumento de humedad pero permita venti- lation. Vea el folieto BCSI Guia de Buena Pract ca tiara el Manejo, Instalaridn Rastrirrinn v Ar- riostres de los Trusses de Madera Conedados con Placas de Metal para mformacion mas detallada sobre el manejo y almacenado de los trusses en area de trabajo. Do not store on uneven ground. No almacene en tierra desigual. Do not walk on unbraced trusses. No camine en trusses sueltos. B ace first truss t--- securely before e ection of additloi trusses. 1 DLINiG, INSTALLING, RESTRAINING AN BRACING OF TRUSSES (2006 EDITION) ` STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instate los amostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los proximos cuatro trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los plans de los miembros secundarios para estable los primeros cinco trucws (vea abajo). 6} Instale la restriction lateral temporal y amostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses estell.lrlsfalados. Refer to BCSI-B2 Summary Sheet - Truss Installation & Temoorary Restraint/Bracing for more information: Vea el restimen BCSI-R7 - instalarirn de Trusses v Amostre Temporal para mayor information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES EL RESTRXCCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. This re$traint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de restriction y amostre es para todo trusses excepto trusses de cuerdas paralelas x2 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Lgngitud de Tramo Up to 30' Rasta 30 pies 30' to 45' 30 a 45 pies 45' to 60' 45 a 60 pies 60' to 80'* 60 a 80 pies* Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior 10' o.c. max. 10 pies maxima 8' o.c. max. 8 pies maximo 6' o.c. max. 6 pies maxima 4' o.c. max. 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Q See 13CSI-B2 for Vea el $CSI -B2 para TCTLR opdones de TCTLR. Oh 114,440.. r Refer to BCSI-B3 Sum`vvr 'low - U. man/ Sheet - Permanent Restraint/Bracing of Chords & Web Members for Gable End Frame restraint/bradng/ reinforcement information. Para informadtn sobre restriccibn/arriostre/refuerzo para armazon de hastial vea el resumen BCSI-B3 - Re- stric it n/Arriostre Permanente de Cuerdas v Miembros Secundarios. QRepeat diagonal braces for each set of 4 trusses. Ground bracing not shown for clarity. Repita los arrisotres diagonales para sada grupo de 4 trusses. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Web Members _��\t��► �`. ia.. 11 .1 I t41 LLI 12. Bottom Chords iagonal Bradng 10'-15' max. Same spacing as bottom chord Lateral Restraint 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords Diagonal Braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. Diagonal Braces every 10 truss spaces (20' max.) 10'-15' Some chord and web members max. not shown for clarity. t 1 RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 0 Refer to SCSI -87 Summary Sheet, - Temoorary & Per- manent Restraint/ Brana for Parallel. Cdhord Trusses for more information. Vea el resumen BCSI-67 - Restric- d6n v Arriostre Temporal y Permanente de Trusses de Cuerdas paralelas para mas information. 10' or 15'• Apply Diagonal Brace to vertical webs at end of cantilever and at bearing locations. Diagonal Bracing -44 Repeat Diagonal Bracing / every15 truss spaces (30') All Lateral Restraints lapped at least two trusses. *Top chord Temporary Lateral Restraint spacing shall be 10' o.c. max for 3x2 chords and 15' o.c. for 4x2 chords. INSTALLING - INSTALACION I -if Tolerances for Out -of -Plane. LJ Tolerancias para Fuera-de-Plano. f�fJT{�— Length _w— Max. Bow r3 Length Max. Bow �---- ✓ Max. Bow 1�Jj Length Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. D/50 max kl Plumb bob D150 D (ft.) 1/4" 12" 3/4" 1" 1-114" 1-1/2" 1-3/4" 1' 2' 3' 4' 5' 6' 7' 2" CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con la construcdon hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y segura. Do not exceed maximum stack heights. Refer to BCSI-64 Summary Sheet - Construction Loading for more information. 28' Material ,j7 Gypsum Board Plywood or OSB IAsphalt Shingles No exceda las maximas alturas recomendadas. Vea el resrmen BCSI-B4 Cama de Construcdo5n concrete Bock para mayor infonnadt5n. Clay Tile Max. Truss Bow Length 3/4" 12.5' 7/8" 14.6' 1" 16.7' 1-1/8" 18.8' 1-1/4" 20.8' 1-3/8" 22.9' 1-12" 25.0' 1-3/4" 29.2' 2" 233.3' Height 12" 16" 2 bundles 8" 3-4 tiles high Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. QNever stack materials near a peak. Nunca amontone material cerca del plco. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Refer to gat -R5 cl.rr,rwanr cheer - Tr.Iss r)amaje lohS to Mnrtifirations & Installation Errors. Vea el restimen fiCSI-BS Danns de trusses. Modificadones en la °bra v Errores de Instaladon. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ningtin miembro estructural de los trusses, a mens que este especificamente permitido en el dibujo del diseno del truss. QTrusses that have been overloaded dunng construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin una autorizacidn previa del Fabricante de Trusses, pueden reducer o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer rely on the presumption that the Contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project- If the Contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibehoes Involved, be presented only as a GUIDE for use by a qualified Building Designer or Contractor. It is not Intended that these recommendations be interpreted as superior to the Building Designer's design specification for handling, installing, restraining and bracing trusses and It does not predude the use of other equivalent methods fa restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the Contractor. Thus, WTCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and informabon contained herein. WTR 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.sbcindustry.com 1 t' TRUSS PLATE INSTITUTE 218 N Lee St., Ste. 312 • Alexandra, VA 22314 703/683-1010 • www.tpmst.org BIWARN11x17 20061115 V1 11 CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPELib1ED CLB SIZE BRACING 2X3 OR 2X4 2X3 OR 2X4 2X0 2X8 2X8 2X8 1 ROW 2 ROWS 1 ROW 2 ROWS 1 ROW 2 ROWS ALTERNATIVE BRACING T OR L—BRACE SCAB BRACE 2X4 1-2X4 2X8 2-2X4 2X4 2X8 2X8 2X8 1-2X8 2-2X4(*) 1-2X8 2-2X8(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (s) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. %lT BultdIng Components Group Inc. Earth Cly, MO 63045 T—BRACING OR L—BRACING: APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NABS. AT 8" 0.C. BRACE IS A MINIMUM 807 OF WEB MEMBER LENGTH SCAB BRACING: T—BRACE OR L—BRACE APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 8" O.C. BRACE IS A MINIMUM 80% OP' WEB MEMBER LENGTH .1rAINDPO" MUD AND FOLLOW ALL tale 011 TEE fi1Q11 Tress rept. retro. ore 1a fatrl.sllag, handling. stbpW, t••t•mag end U aW/. PAW to and follow ICE (Maas C•sp••et B.tsl) laterm.Wti by TPI and 7TCa) f.7 ••t tag pestf••• pew b p.7f .x10[ ti... tm11e.. yA.fl ..Lir INN. t .rag bottoms p f®. U.i. ..tad W.nlw, top .lard .L.D t... .ttW.d .trmtmrl pe.G ed b.tt.a wed .b.D tare . prepvb .tt..l.d rigid O ..1i.7. Low- lfe.-adrw. for p .. t lateen w4.M of welts WWI tare l..t.f m.t.D.d pe 6C0 ...ties. DO t DT. w Wit yob's 7drel rotes page ler anion Meana in . ° 161P .f.I1 . PI110®[ COPT OP TWO TO DST5XUTf07 CONTIACTOL L1W fd1W[ Or..p Le. OTV1C0) .b.D art M b1. Y.7 dwtaU. fa.s tW d.slgn, tea 600170 1.`"="1'.' taw 1nsetor patio ..660 776. o t frfe fit, rx/s/s..m►Pm4 3 pads/ t lady d Mases, 7777C0 1.0...6.7 plata. .. nosd..t 7O/l6/176A (w$/!/&) 47761 4767 pad. 77/40/70 x/7/11.6) gals'. stool. Apply plata, to e.b f.in of toss, pw Us.od as .tam above and r isle. Details. A w.1 a 0116 d..lad .7 serer page t.dladr seasortarme and prateseleral edtnostq r spoelbm4 nobly t.7 UL. Mas wspenet deign ion. The evAtability and 0e of tib eospaet for say betiding la the re.pees111Dlp at tt. D.slgnN p.7 47artra 1. TFT -I :.awlt.bg..en; Tpf: m.eplest...s1 •1 m. ab.led.di7..a.► 1060 wwrt.essS...p TC LL TC DL BC DL BC LL TOT. LD. X T—BRACE L—BRACE SCAB BRACE • DUR. FAC. SPACING PSF REF CLB SUBST. PSF DATE 1/1/09 PSF DRWG BRCLBSUB0109 PSF PSF 3 co ro*m3 9 * ,► omo .c1 <4.,,,-,5 O ��1 Q co 5N 4 Z 5 5 W NtG9 '"G. QON (D 75 c,i 0 0 5 m o to 4 5 ��f-s - N 1° 'n o X gra -, �5 .4- h uto Qcr cr M 9r N k .,G �' •Ol N 9- N p S N Cs O x i 5 Q Z ro 9 0 9 0 `f NN 0- cl- - (I Sk No h N o 9-QP3 s m -` h rN< o 3 3 nm�N-s Xroro- ,..N G9 N 0 N tm�o G �o� Q- 4t3 Q.o m QN 4't royiro3 9 9 O� `L , QN O° O o `J N M l S iii .5 ro N crt0 O 03eV'CPN -1, `� co tro co Qnfl 4N ' 30 tD Q N 4.- ,-v- �G N5 NtS to 5 5s9„Q9 ON� ±- cfl 5 3 5 m9 ma •ro<h7°m i (0 oz, O Q5 9 ro i0 "5 Qr m 0 -G f tS `� CI- 0 to N 0. -n f S .G 's ro O 5 t0 4- 0 o Ot" toS No9ro pC.3.--i> ro N N n N '' ro n N N nC 99 ct-O5 rcl m -,, (0 %A ' n - cr c N 4. cr p N SY- 5 N Qcr 5 co ,.c. S ro o h m A- O 0 ro 0 O t5 S 950 5 fl -5 k Cc M ro ro 5 b *J O O-r,U Ut O a t- i P 0- N n ro <6 t} 0 5 m0 "0 t5 o f 5 �%s5 9 \\ ro "s CO ro cr m 9 to n tp X 9- n t" s tz 5 Q- O °a - ii t CP o Q n 0- 9- c X5 9 q N Q Q. 5 Q tD 5 N_ C t0 N 5 N h0 NOTES: STEPDOWN HIP GIRDER CORNER JACKS wy HIP CORNER END JACKS w� f / 2'-0" -- 2'-0" -71- 2'-0" -f 2'-O" "4- 1'-0" 1'-0' 1. DESIGN BASED ON SOUTHERN PINE LUMBER. 2. TRUSS TO BEARING CONNECTION BY OTHERS. 3. WIND LOADING BASED ON ASCE 7-10 MEAN ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II 4. APPLICATION OF TOENAILS PER NDS -2005 SET DETAIL ** (3) 16d (0.162"x3.5") TOE—NAILS * (2) 16d (0.162"x3.5") TOE—NAILS NOTE: 10d (0.148"x3.0) GUN NAILS MAY BE SUBSTITUTED IN PLACE OF 16d TOE -NAILS UP TO THE MAXIMUM REACTIONS SHOWN BELOW. (2) NAILS: R=260# U=345# (3) NAILS: R=390# U=520# * * TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. *MARRING• IMO AND MOUL01 ALL NOT® ON TI WW1, Truism require /arena oars fa f.brfeatlog. hand2oj. shipplsg. installing and bracing. A.fr to and fakerDON Malang Component safay Information. by WI and t7CA) for tafey PTICUIN prior to perferming them tmottms. Installers shall provide temporary Mooing per NCS. Unison noted otherwse. top chord shall have properly attaebad structural panes and bottom sherd shall have . properlyattached rigid ociDng. Laa-alkas- shown for permanent lateral restraint of webs anal have bracing installed par ItCS motions 10 k Br. Nes thlm job's general notes page for more tnformatico. .11e0lTAN'f. PW011S COPY Of 'tills DISON 70 DW7ALLATION CONS1AC7R. Rny DRWnoCo.orae. Gom saomawan n71 , b.enrpwfnn�a.stppnghrostabsdr ga, bracing of truant. MECO emasefer plates ors made of 10/1e/I GA (i.8/1/Z) ARTY A13.53.13 grads D7/40/60 E/2.3) gar. stool Appy plates to each rano of truss, poodUmu ah ed aim above and on Mat Details. el es the dreelag or ester py . iodinates a.eeoas.pptt sad fvefesdmN ongle.aring raspeaslbttty eelel1 for the tress eooapment d.dgn snow* Tbs saltahfilij and wa of thI. o®pensot ter en7 building L the ros.md of th. D�td� Dsdpar pr ANPP/'?P1 1 Dsa a TW JC : wh w.ltwbeg.eeu; 777: wwttpleat.00m: lTCk www..bOsdwtr7.osm: ICC: wwele. 01..org 1 111* CJ3 HIP JACK WEBS VARY �I* CJ5 ** END JACK ** HIP GIRDER HIP GIRDER TC LL 20-30 PSFIREF TC DL 7-20 PSFIDATE 3/21/12 BC DL - PSFIDRWG STEPDOWN HIP BC LL 10.00 PSF TOT. LD. 37-55 PSF DUR. FAC. 1.25 SPACING 2-0-0 Buildin teorn n Group Southern Piro fo.55 Specific Gravity) RANGER D NAL TrPE F S'TI�&'.y 1 AAHRI f Di1WNWARD was JOIST join I!isiatis. JOIST - tiva DU1fATitt<I P CTOR SIZE QT7 OE, - QTY "2 1.15 '125 . 15-; 3350 PRODUCT SUPPORT;) PRODUCT CIfI1a ALL oYBiilil CODE . 11a18ER GAUGE mom i 3.T DTH AilU26 A1M1213 AHU210 AHU26-2 A!#k2-2 AH0210-2 A11046 AHU410 1 1/2 1 1/2 1 1/2 3 3 3 31/2 31/2 31/2 18 18 18 18 18 18 18 18 18 PRODUCT SUPPORTED PRODUCT CODE MEMBER GAUGE AGUS26 AGUS28 AGUS210 AGUS212 AGUS26-2 AGUS28-2 AGUS210-2 AGU5212 2 AGUS26-2T AGUS28-21 AGUS210-2r AGUS2122f AGUS46 AGUS48 AGUS410 AG05412 AGUS26-3 AGUS28-3 AGUS210-3 A 162123 AGUS26-3T AGU528-3T AGUS210-3T AGUS212-3T 1 1/2 1 1/2 1 1/2 1 1/2 3 3 3 3 3 3 3 3 31/2 31/2 31/2 31/2 4 1/2 41/2 4 1/2 41/2 4 1/2 41/2 4 1/2 4 1/2 1 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 19/16 19/16 1 9/16 3 7/16 3 7/16 3 7/16 39/16 39/16 39116 -did 51/2 61/2 81/2 51/2 51/2 51/2 51/2 5 1/2 5 1/2 1 2314 23/4 23/4 23/4 23/4 23/4 23/4 23/4 23/4 0.148"x1.5' 0.148`x1.5' 0.148'x1.5' 0.148%3.0- 014853.0' 0.148'x3.0' 0.148X30` 0.148`x3.0• 0.148X3.` 8 12 16 8 8 8 8 8 8 0.16253.5' 0.1625x3.5' 0.162X3.5` 0.162'x3.5' 0.162X3.5' 0.162'x3.5" 0.162'x3.5' 0_162'x3.5' 0.162X35' Southern Pine (055 SGecic GT") COMMON NAIL TYPE FASTNERS JOIST HEADER HANGER DIMENSION CLEAR OVERALL OVERALL WIDTH HEIGHT DEPTH (m1 (m1 (m1 1 5/8 5 7/16 4 1/4 1 5/8 615/16 41/4 1 5/8 815/16 41/4 1 5/8 1015/16 41/4 3 1/8 5 7/16 41/4 31/8 615/16 41/4 31/8 815/16 41/4 1 SI2E 0.141 x3_5' 0.148`x1.5' 0.148•x1.5" 0.148•x1.5' 0.148'x3.' 0.148`x3.0° 0_1485.;3.0` QTY 30 38 46 24 30 38 3 1/8 10 15/16 4 1/4 0:143-x10- 46 3 7/16 5 7/16 41/4 0_148-x3D' 24 3 7/16 615/16 4 1/4 0.148X3.' 30 3 7/16 815/16 4 1/4 0.148X3.0' 38 3 7/16 1015/16 41/4 0.148X3.' 46 35/8 5 7/16 4 1/4 0.148X3." 24 35/8 615/16 4 1/4 0.14853.' 30 35/8 8 15/16 41/4 0.148`x10- 36 12 3 5/8 1015116 41/4 0.148.0" 46 12 45/8 5 7/16 41/4 0_148X3.' 24 12 12 12 12 12 45/8 615/16 4 1/4 0.1485x3.0' 30 45/8 815/16 41/4 0.148X3.` 38 45/8 1015/16 41/4 0.14853.0' 46 5 5 7/16 4 1/4 0.1485x30' 24 5 615/16 41/4 0.148'X3.0' 30 12 5 815/16 12 5 1015/16 10d x 1-1/2 Nails are 0.148' x i 100. Cormnon * iasis are 0.143' x 3_ 16d Common Nails are 0.162 x 3.5 4 1/4 0148%1.0' 38 41/4 1 0.148`x333 f 46 EVALUATION REPORT FOR _ s i '>�� BCG CO'`#STRUCi ? ION HARDW RE PREPARED FOR FLORIDA PRODUCT APPROVAL 140 79 Se s -_y be 8,201 ---_c,_deld 13, 2°10 _s beicm. 3 Stuart L Lewis, P.E. FL #45927 1950 N Sav Dive H1 n Com.Fl 33844 A 278 24 24 24 24 24 24 24 24 24 SIZE I QTY 0.162X35' 30 0.152"x3.5 40 0.16253.5' 50 0.162X3.5' 60 0_162'x33' 30 0.162'4.5' 0_162X3.5' 0.162'43' 0_16253.5 0162•x3.5' 0_16253.5' 0.162'x3.5• 0.16253.5' 0.16253.5" 0.162X3.5' 0.162X3.5' 0.152'x3.5' 0.162`x3.5' 0.162X3.5' 0.16253.5' 0.162°x35' 0.162X35' 0_162'X35' 0.162`x35` 40 50 3350 3655 3655 3350 3655 3655 3350 3655 3655 4095 4200 3350 4200 4200 3350 4200 4200 3350 4250 4565 3350 4375 4565 3350 4375 4565 3350 4375 5605 3350 4375 5845 3350 4375 5845 U1tMERR EUPWARD LAWS i�I1D EIflRAiiOI!1 i�lL'TOR _ 1 1.15 _us .1.6 1025 1175 1280 1535 2045 1025 1535 2045 1025 1535 2045 1765 1915 2350 2555 1175 1280 1765 1915 2350 2555 1175 1280 1765 1915 2350 12555 ALLOWABLE DOWNWARD LOADS ALLOWABLE UPWARD LOADS LOAD DURATION FACTOR LOAD DURATION FACTOR 1 1.15 J 1.25 5035 5035 7410 7410 8865 8865 9240 9240 5035 5035 7410 7410 8865 8865 4925 6565 8210 9240 4925 6565 8210 1.6 5035 7410 8865 9240 5035 7410 8865 1 2700 3485 5035 6455 2700 3485 5035 1.15 2700 3485 5035 6475 2700 3485 5035 125 2700 34.35 5035 6475 2700 3485 5035 1.6 2700 3485 5035 6475 2700 3485 5035 1305 2060 3270 1305 2060 3270 1305 2060 3270 60 9240 9240 9240 9240 6455 6475 6475 6475 30 4925 5035 5035 5035 2700 2700 2700 2700 40 6565 7410 7410 7410 3485 3485 3485 3485 50 8210 8865 8865 8865 5035 5035 5035 5035 60 9240 9240 9240 9240 6455 6475 6475 6475 30 4925 5035 5035 5035 2700 2700 2700 2700 40 6565 7410 7410 7410 3485 3485 3485 3485 50 8210 8865 8865 8865 5035 5035 5035 5035 60 9240 9240 9240 9240 6455 6475 6475 6475 30 4925 5035 5035 5035 2700 2700 2700 2700 40 6565 7410 7410 7410 3485 3485 3485 3485 50 8210 8865 8865 8865 5035 5035 5035 5135 60 9240 9240 9240 9240 6455 6475 6475 6475 30 4925 5035 5035 5035 2700 2700 2700 2700 40 6565 7410 7410 7410 3485 3485 3485 3485 50 8210 8865 8865 ' 8885 5035 5035 5035 5035 60 9240 9240 9240 9240 6455 6475 6475 6475 6 3' E NOF C sMPt `-A C_ AGUS 2S -3T • The i ducts ciescrit in Ti report ..ids baan evaluariai in _ aDoor3anc : ` the "-`-'•'.E ::e.zts tr the :.o, 4�8 if't#--�u"�s ''��.-:1:3.e a -id found to he cPmpfiencel,,Ah the Ronda •_=lirt%13 L. when; � u. a� r± fence wthit this 8Is)u n rep -.2n-