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SUBMITTED PAPERS_2
-"-� �:GINEERING COVER SHEET Job Number: 22111 Permit Number: Miscellaneous: The information in this box is for administrative purposes only and is not part of this engineering review. Truss Fabricator: EAST COAST TRUSS Design Criteria-- Owner Builder Building_Code: FBC 2007 RES Customer: Load_DOL: 1.25 Wind Standard: ASCE 7-05 Job Description: Crull Res Wind -Load -Type: MWFRS & C&C Location: Saint Lucie Date: 3/18/2011 Loading: Roof TC_LL: 20 Roof TC_DL: 16 Roof BC_LL: 10 Roof BC_DL: 10 56 Floor_TC_LL: 0 Wind_Spee d: 150 Floor TC_DL: 0 Notes: Please see individual truss design drawings for load Wind Exposure: Closed Floor_BC_LL: 0 criteria, applicable codes, specific loading and ITW BCG View Wind Usa e: Residential -CAT II version number. — g Floor_BC_DL: 0 0 Page I ID Date Page I ID Date. Page I ID Date. 1 A01 3/18/2011 2 A02 3/18/2011 3 A03 3/18/2011 4 A04 3/18/2011 5 A05 3/18/2011 6 A06 3/18/2011 7 A07G 3/18/2011 8 B01 3/18/2011 9 B02 3/18/2011 10 B03 3/18/2011 11 B04 3/18/2011 12 B05 3/18/2011 13 B06 3/18/2011 14 B07 3/18/2011 15 B08 3/18/2011 16 B09 3/18/2011 17 B10 3/18/2011 18 B11 3/18/2011 19 B12 3/18/2011 20 B13 3/18/2011 21 B14 3/18/2011 22 B15 3/18/2011 23 1316G 3/18/2011 24 C01G 3/18/2011 25 CO2 3/18/2011 26 CO3 3/18/2011 27 C04G 3/18/2011 28 C05 3/18/2011 29 C06 3/18/2011 30 C07 3/18/2011 31 C08 3/18/2011 32 C09 3/18/2011 33 C10 3/18/2011 34 C11G 3/18/2011 35 D01G 3/18/2011 36 D02 3/18/2011 37 D03 3/18/2011 38 D04 3/18/2011 39 D05G E03GE 3/18/2011 3/18/2011 40 E01 3/18/2011 41 E02 3/18/2011 42 43 H01G 3/18/2011 44 H02G 3/18/2011 45 K01 3/18/2011 46 K02G 3/18/2011 47 L01 3/18/2011 48 L02 3/18/2011 49 L03 3/18/2011 50 L04 3/18/2011 51 L05 3/18/2011 52 L06 3/18/2011 53 L07 3/18/2011 54 P61 3/18/2011 55 P132 3/18/2011 56 P63 3/18/2011 57 PB4 3/18/2011 58 P135 3/18/2011 59 P136 3/18/2011 60 V4 3/18/2011 61 MV4 3/18/2011 62 MV2 3/18/2011 63 EJ2 3/18/2011 64 EJ3 3/18/2011 65 EJ5 3/18/2011 66 EJ5A 3/18/2011 67 EJ5E 3/18/2011 68 'EJ5S 3/18/2011 69 EJ5T 3/18/2011 70 EJ7 3/18/2011 71 EJ7S 3/18/2011 72 HJ1 3/18/2011 73 HJ2 3/18/2011 74 HJ3 3/18/2011 75 HJ5E 3/18/2011 76 HJ7 3/18/2011 77 CJ1 3/18/2011 78 CJ1E CJ5 3/18/2011 3/18/2011 79 CJ3 3/18/2011 80 CJ3E 3/18/2011 81 82 CJ5S 3/18/2011 SCANNED BY St. Lucie County A Professional Engineer's Seal affixed to this index sheet4hdicates the•acceptance`of professional Engineering responsibilities for individual truss components'fabricated iri accbrda6ce'With the' • ' listed and attached Truss Specification Sheets.: Determination as to the•suitability of these, ' ' individual truss components for any structure is the'responsibility of:the Building Designer., as defined in ANSI/TPI 1-2002 , Section 2.2 Permanent files of'the origihal,Truss Specification Sheet are maintained by EAST COAST TRUSS.Questions • regard!ng this Index Sheet and/or the:'! <" • ": attached Specification Sheets may be directed to.the•truss fabricator listed'above: 7k i i� Date: 3/18/2011 .•,.Page-_11:of_1 O APPROVED w. .: O RESUBMIT ❑ APPROVED AS EIREJECTED NOTED REVIEWED O REVI SE 8 RESUBMIT Review of this submittal is for general conformance with the design concept of this Project and general compliance with the Contract Documents. Action shown on this submittal is subject to the requirements of the Contract Documents. The Contractor is responsible for for dimensions, confirmed and documented with field conditions, fabrication processes, techniques of construction, coordination of his Work and all other trades, and the satisfactory performance of the Work conforming to th Contract Documents. BY: Date a ` joty john burke I ARCHITECT,pa c5fwaj a ?)"4"10 is aWt*W0f-- ?ti"93INLITY # 400117SWA-Wr Mw iuo 604ST. 4tivo. %Nices M 1 r JobKey: 22111 Company: East Coast Truss Address: Index Certification Sheet 5285 St. Lucie Blvd. Ft. Pierce, FL, 34946 Phone: (772) 466-2480 Site Address: 81 Queen's Rd COPY North Hutchinson Island FILE Ft. Pierce,FL-34949 SUPPORT REPORT JOB DESCRIPTION: 22111 WIND CODE: ------- WIND MPH: 150 BLDG TYPE: CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT.-# A01 53.33 8.00 WALL 0.000 10.000 1955 -1683 A01 53.33 8.00 WALL 37.000 10.000 3979 -2788 A01 53.33 8.00 WALL 52.667 10.000 589 -622 -------------------------------------------------------------------------------- A02 53.33 8.00 WALL 0.000 10.000 1971 -1717 A02 53.33 8.00 WALL 37.000 10.000 3962 -2749 A02 53.33 8.00 WALL 52.667 10.000 555 -633 -------------------------------------------------------------------------------- A03 53.33 8.00 WALL 0.000 10.000 2014 -1757 A03 53.33 11.31 WALL 37.390 10.000 3973 -2775 A03 53.33 8.00 WALL 52.667 10.000 521 -603 -------------------------------------------------------------------------------- A04 53.33 8.00 WALL 0.000 10.000 2013 -1778 A04 53.33 11.31 WALL 39.390 10.000 4581 -3156 A04 53.33 8.00 WALL 52.667 10.000 529 -305 -449 ------------------------------------------------ ------------------ -,.T------------ A05 53.33 3.00 *HANGER 0.000 10.000 1904 -1482 A05 53.33 11.31 WALL 41.390 10.000 5172 -3685 A05 53.33 8.00 WALL 52.667 10.000 807 -1103 -457 -------------------------------------------------------------------------------- A06 53.33 3.00 *HANGER 0.000 10.000 2019 -1607 A06 53.33 8.00 WALL 43.333 10..000 5519 -4014 A06 53.33 8.00 WALL 52.667 10.000 1010 -1564 -494 -------------------------------------------------------------------------------- A07G 53.33 3.00 *HANGER 0.000 10.000 3935 -2388 A07G 53.33 8.00 WALL 43.333 10.000 10547 -5634 A07G 53.33 8.00 WALL 52.667 10.000 2069 -3667 2069 -------------------------------------------------------------------------------- B01 45.92 8.00 WALL 0.000 10.000 798 -870 B01 45.92 8.00 WALL 15.667 10.000 3041 -2064 B01 45.92 7.00 WALL 45.333 11.333 1601 -1185 -------------------------------------------------------------------------------- B02 45.92 8.00 WALL 0.000 10.000 828 -877 B02 45.92 8.00 WALL 15.667 10.000 2905 -2043 B02 45.92 7.00 WALL .45.333 11.333 1567 -1186 -------------------------------------------------------------------------------- B03 45.92 8.00 WALL 0.000 10.000 842 -875 B03 45.92 8.00 WALL 15.667 10.000 2885 -2083 B03 45.92 7.00 WALL 45.333 11.333 1574 -1191 -------------------------------------------------------------------------------- B04 46.33 8.00 WALL 0.000 10.000 851 -888 B04 46.33 8.00 WALL 15.667 10.000 2892 -2063 B04 46.33 3.00 *HANGER 46.083 11.333 1604 -1205 B05 46.33 8.00 WALL 0.000 10.000 699 -736 PDF created with pdfFactory Pro trial version www.r)dffactory.com B05 46.33 11.31 WALL 13.667 10.000 2950 -2134 B05 46.33 3.00 *HANGER 46.083 12.333 1698 -1266 -------------------------------------------------------------------------------- B06 46.33 8.00 WALL 0.000 10.000 651 -709 B06 46.33 11.31 WALL 11.667 10.000 2843 -2040 B06 46.33 3.00 *HANGER 46.083 12.333 1853 -1382 -------------------------------------------------------------------------------- B07 46.33 8.00 WALL 0.000 10.000 526 -545 B07 46.33 11.31 WALL 9.667 10.000 2856 -2142 B07 46.33 3.00 *HANGER 46.083 12.333 1964 -1442 -------------------------------------------------------------------------------- B08 46.33 8.00 WALL 0.000 10.000 184 -0 BOB 46.33 11.31 WALL 3.000 10.000 2876 -2371 BOB 46.33 3.00 *HANGER 46.083 11.333 2361 -1748 -------------------------------------------------------------------------------- B09 46.00 8.00 WALL 0.000 10.000 299 -0 B09 46.00 11.31 WALL 1.000 10.000 2533 -2245 B09 46.00 8.00 WALL 45.333 11.333 2478 -1823 -------------------------------------------------------------------------------- B10 46.00 8.00 WALL 0.000 10.000 2746 -2181 B10 46.00 3.00 *HANGER 45.750 10.000 2564 -1907 ----------------------------------------------------------------------7--------- B11 46.00 8.00 WALL 0.000 10.000 2746 -2193 B11 46.00 3.00 *HANGER 45.750 10.000 2564 -1926 ------------ B12 ------------------------------------------------------------------- 46.00 8.00 WALL 0.000 10.000 2746 -2205 B12 46.00 3.00 *HANGER 45.750 10.000 2564 -1944 -------------------------------------------------------------------------------- B13 46.00 8.00 WALL 0.000 10.000 2746 -2217 B13 46.00 3.00 *HANGER 45.750 10.000 2564 -1962 -------------------------------------------------------------------------------- B14 46.00 8.00 WALL 0.000 10.000 2746 -2228 B14 46.00 3.00 *HANGER 45.750 10.000 2564 -1950 -------------------------------------------------------------------------------- B15 46.00 8.00 WALL 0.000 10.000 2746 -2230 B15 46.00 3.00 *HANGER 45.750 10.000 2564 -1882 -------------------------------------------------------------------------------- B16G 46.00 8.00 WALL 0.000 10.000 5613 -4131 B16G 46.00 3.00 *HANGER 45.750 10.000 5461 -4126 -------------------------------------------------------------------------------- 001G 21.23 8.00 WALL 0.000 10.000 9789 -6635 C01G 21.23 6.75 WALL 20.667 11.333 13168 -8284 -------------------------------------------------------------------------------- 0O2 21.08 8.00 WALL 0.000 10.000 1338 -1203 CO2 21.08 5.00 WALL 20.667 11.333 1163 -939 -------------------------------------------------------------------------------- 0O3 21.08 8.00 WALL 0.000 10.000 1171 -847 CO3 21.08 5.00 WALL 20.667 11.333 1172 -937 -------------------------------------------------------------------------------- 004G 22.42 8.00 WALL 0.000 10.000 1340 -971 C04G 22.42 3.00 *HANGER 22.167 10.000 1233 -860 -------------------------------------------------------------------------------- 005 22.42 8.00 WALL 0.000 10.000 1430 -1363 C05 22.42 3.00 *HANGER 22.167 10.000 1239 -911 -------------------------------------------------------------------------------- 006 22.42 8.00 WALL 0.000 10.000 1650 -1346 C06 22.42 3.00 *HANGER 22.167 10.000 1521 -1071 -------------------------------------------------------------------------------- 007 22.42 8.00 WALL 0.000 10.000 1658 -1317 C07 22.42 3.00 *HANGER 22.167 10.000 1492 -1050 -------------------------------------------------------------------------------- 008 23.33 8.00 WALL 0.000 10.000 1716 -1313 C08 23.33 8.00 WALL 22.667 10.000 1716 -1310 PDF created with pdfFactory Pro trial version www.pdffactory.com -------------------------------------------------------------------------------- 009 23.33 8.00 WALL 0.000 10.000 1716 -1291 C09 23.33 8.00 WALL 22.667 10.000 1716 -1291 -------------------------------------------------------------------------------- C10 23.33 8.00 WALL 0.000 10.000 1716 -1318 C10 23.33 8.00 WALL 22.667 10.000 1716 -1318 -------------------------------------------------------------------------------- C11G 23.33 8.00 WALL 0.000 10.000 2807 -1975 C11G 23.33 8.00 WALL 22.667 10.000 2807 -1975 -------------------------------------------------------------------------------- D01G 22.00 8.00 WALL 0.000 11.333 3219 -1195 D01G 22.00 8.00 WALL 12.000 11.333 11218 -4453 D010 22.00 8.00 WALL 21.333 11.333 763 -2501 763 -------------------------------------------------------------------------------- D02 22.00 8.00 WALL 0.000 11.333 545 -447 D02 22.00 8.00 WALL 12.000 11.333 1584 -1012 D02 22.00 8.00 WALL 21.333 11.333 330 -347 -------------------------------------------------------------------------------- D03 22.00 8.00 WALL 0.000 11.333 498 -396 D03 22.00 8.00 WALL 12.000 11.333 1694 -1214 D03 22.00 8.00 WALL 21.333 11.333 311 -297 ---------------------------------------------------------- D04 22.00 8.00 WALL 0.000 11.333 7--------------------- 1099 -844 D04 22.00 8.00 WALL 12.000 11.333 303 -256 D04 22.00 8.00 WALL 21.333 11.333 1062 -848 -------------------------------------------------------------------------------- D05G 22.00 8.00 WALL 0.000 11.333 1083 -946 D05G 22.00 8.00 WALL 12.000 11.333 2402 -1690 D05G 22.00 8.00 WALL 21.333 11.333 417 -802 ------------------------------------------------------------ E01 10.00 8.00 WALL 0.000 11.333 7------------------- 655 -1113 E01 10.00 8.00 WALL 9.333 11.333 546 -888 ------------- E02 ----------- 10.00 7------------------------------------------------------- 8.00 WALL 0.000 11.333 655 -1153 E02 10.00 I 8.00 WALL 9.333 11.333 546 -902 -------------------- 10.00 8.00 WALL 0.000 11.333 655 -1165 E03GE 10.00 8.00 WALL 9.333 11.333 546 -878 -------------------------------------------------------------------------------- H01G 8.67 8.00 WALL 0.000 10.000 4407 -2639 H01G 8.67 8.00 WALL 8.000 10.000 4710 -2804 -------------------------------------------------------------------------------- H02G 8.67 8.00 WALL 0.000 10.000 605 -425 H02G 8.67 8.00 WALL 8.000 10.000 605 -425 -------------------------------------------------------------------------------- K01 8.00 8.00 WALL 0.000 10.000 606 -842 K01 8.00 8.00 WALL 7.333 10.000 606 -842 -------------------------------------------------------------------------------- K02G 8.00 8.00 WALL 0.000 10.000 731 -564 K02G 8.00 8.00 WALL 7.333 10.000 731 -564 -------------------------------------------------------------------------------- L01 8.33 8.00 WALL 0.000 10.000 656 -736 L01 8.33 1.50 NAILED 8.333 10.000 567 -952 L01 8.33 1.50 NAILED 8.333 13.857 265 -131 -104 -------------------------------------------------------------------------------- L02 8.33 8.00 WALL 0.000 10.000 643 -746 L02 8.33 1.50 NAILED 8.333 10.000 698 -894 L02 8.33 1.50 NAILED 8.333 13.555 154 -249 -80 -------------------------------------------------------------------------------- L03 8.33 8.00 WALL 0.000 10.000 644 -775 L03 8.33 1.50 NAILED 8.333 10.000 361 -418 L03 -------------------------------------------------------------------------------- 8.33 1.50 NAILED 8.333 13.555 86 -244 PDF created with pdfFactory Pro trial version www.pdffactory.com L04 8.33 8.00 WALL 0.000 10.000 613 -479 L04 8.33 1.50 NAILED 8.333 10.000 245 -60 L04 8.33 1.50 NAILED 8.333 13.555 178 -217 -------------------------------------------------------------------------------- L05 8.33 8.00 WALL 0.000 10.000 656 -786 L05 8.33 1.50 NAILED 8.333 10.000 383 -482 L05 8.33 1.50 NAILED 8.333 13.055 52 -122 -------------------------------------------------------------------------------- L06 8.33 8.00 WALL 0.000 10.000 656 -842 L06 8.33 1.50 NAILED 8.333 10.000 605 -756 L06 8.3'3 1.50 NAILED 8.333 12.555 104 -170 -46 -------------------------------------------------------------------------------- L07 8.33 6.00 WALL 0.000 10.000 581 -516 L07 8.33 1.50 NAILED 8.333 10.000 320 -147 L07 8.33 1.50 NAILED 8.333 12.555 104 -151 -------------------------------------------------------------------------------- PB1 12.64 3.50 WALL 0.902 20.667 402 -805 P131 12.64 3.50 WALL 6.173 20.667 497 -513 PB1 12.64 3.50 WALL 11.444 20.667 402 -807 -------------------------------------------------------------------------------- PB2 12.64 3.50 WALL 0.902 20.667 468 -616 PB2 12.64 3.50 WALL 6.173 20.667 365 -166 PB2 12.64 3.50 WALL 11.444 20.667 468 -617 -------------------------------------------------------------------------------- PB3 12,64 3.50 WALL 0.902 20.667 400 -532 PB3 12.64 3.50 WALL 6.173 20.667 502 -369 PB3 12.64 3.50 WALL 11.444 20.667 400 -533 -------------------------------------------------------------------------------- PB4 12.55 3.50 WALL 0.861 20.646 359 -45..3 PB4 12.55 3.50 WALL 6.131 20.646 583 -451 PB4 12.55 3.50 WALL 11.402 20.646 359 -467 ------------ PBS -------------------------------------------------------------------- 12.55 3.50 WALL 0.861 20.646 458 -601 PB5 12.55 3.50 WALL 6.131 20.646 386 -221 PBS 12.55 3.50 WALL 11.402 20.646 458 -601 -------------------------------------------------------------------------------- PB6 12.55 3.50 WALL 0.861 20.646 379 -493 PB6 12.55 3.50 WALL 6.131 20.646 544 -413 PB6 12.55 3.50 WALL 11.402 20.646 379 -500 -------------------------------------------------------------------------------- V4 3.92 47.00 WALL 0.000 11.514 397 -369 -------------------------------------------------------------------------------- MV4 4.02 47.50 WALL 0.000 11.982 422 -455 -------------------------------------------------------------------------------- MV2 2.02 23.50 WALL 0.000 10.816 219 -181 -------------------------------------------------------------------------------- EJ2 2.00 8.00 WALL 0.000 10.000 348 -694 EJ2 2.00 1.50 NAILED 2.000 10.000 44 -29 EJ2 2.00 1.50 NAILED' 2.000 11.055 62 -74 -------------------------------------------------------------------------------- EJ3 3.00 8.00 WALL 0.000 10.000 400 -1235 EJ3 3.00 1.50 NAILED 3.000 10.000 43 -19 EJ3 3.00 1.50 NAILED 3.000 11.555 57 -278 -------------------------------------------------------------------------------- EJ5 5.00 8.00 WALL 0.000 11.333 485 -696 EJ5 5.00 1.50 NAILED 5.000 11.333 91 -8 EJ5 5.00 l 1.50 NAILED 5.000 13.889 143 -372 - - - - - - - - - EJ5A - - - - - - - - - - - - - 5.00 - - - - - - - - 8.00 - - - - - - - - - WALL - - - - - - - - - 0.000 - - - - - - - - - - 10.000 - - - - - - - - 485 - - - - - - - - - - - - - - -755 EJ5A 5.00 3.00 *HANGER 4.750 10.000 233 -327 -------------------------------------------------------------------------------- EJ5E 5.00 8.00 WALL 0.000 11.333 381 -475 EJ5E 5.00 1.50 NAILED 5.000 11.333 103 -25 PDF created with pdfFactory Pro trial version www.pdffactory.com 13 EJ5E 5.00 1.50 NAILED 5.000 13.889 157 -392 -------------------------------------------------------------------------------- EJ5S 5.00 8.00 WALL 0.000 10.000 288 -261 EJ5S 5.00 1.50 NAILED 5.000 10.000 108 -35 EJ5S 5.00 1.50 NAILED 5.000 12.555 163 -401 -------------------------------------------------------------------------------- EJ5T 5.00 8.00 WALL 0.000 10.000 485 -695 EJ5T 5.00 1.50 NAILED 5.000 11.000 108 -55 EJ5T 5-.00 1.50 NAILED 5.000 12.555 126 -321 -------------------------------------------------------------------------------- EJ7 7.00 8.00 WALL 0.000 10.000 585 -705 EJ7 7.00 1.50 NAILED 7.000 10.000 140 -13 EJ7 7.00 1.50 NAILED 7.000 13.555 217 -475 -------------------------------------------------------------------------------- EJ7S 7.00 8.00 WALL 0.000 10.000 400 -315 EJ7S 7.00 1.50 NAILED 7.000 10.000 153 -35 EJ7S 7.00 1.50 NAILED 7.000 13.555 231 -494 -------------------------------------------------------------------------------- HJ1 2.12 10.56 WALL 0.000 10.000 308 -332 HJ1 2.12 1.50 NAILED 2.118 10.000 58 -41 HJ1 2.12 1.50 NAILED 2.118 10.804 60 -55 -------------------------------------------------------------------------------- HJ2 2.77 10.56 WALL 0.000 10.000 324 -344 HJ2 2.77 1.50 NAILED 2.766 10.000 55 -27 HJ2 2.77 1.50 NAILED 2.766 11.033 30 -28 -------------------------------------------------------------------------------- HJ3 4.18 10.56 WALL, 0.000 10.000 390 -400 .HJ3 4.18 1.50 NAILED 4.180 10.000 87 -27 HJ3 4.18 1.50 NAILED 4.180 11.533 70 -78 -------------------------------------------------------------------------------- HJ5E 7.01 10.56 WALL 0.000 11.333 403 -356 HJ5E 7.01 1.50 NAILED 7.009 11.333 152 16 HJ5E 7.01 1.50 NAILED 7.009 13.866 248 -287 -------------------------------------------------------------------------------- HJ7 9.84 10.56 WALL 0.000 10.000 697 -593 HJ7 9.84 1.50 NAILED 9.837 10.000 525 -184 HJ7 9.84 1.50 NAILED 9.837 13.533 292 -374 -------------------------------------------------------------------------------- CJ1 1.00 8.00 WALL 0.000 10.000 479 -1889 CJ1 1.00 1.50 NAILED 1.000 10.000 70 -35 -65 CJl 1.00 1.50 NAILED 1.000 10.555 205 -137 -210 -------------------------------------------------------------------------------- CJ1E 1.00 8.00 WALL 0.000 10.000 212 -771 CJ1E 1.00 1.50 NAILED 1.000 10.000 24 -18 CJ1E 1.00 1.50 NAILED 1.000 10.555 59 -21 -59 -------------------------------------------------------------------------------- CJ3 3.00 8.00 WALL 0.000 10.000 400 -1235 CJ3 3.00 1.50 NAILED 3.000 10.000 43 -19 CJ3 3.00 1.50 NAILED 3.000 11.555 57 -279 -------------------------------------------------------------------------------- CJ3E 3.00 8.00 WALL 0.000 10.000 277 -710 CJ3E 3.00 1.50 NAILED 3.000 10.000 56 -29 CJ3E 3.00 1.50 NAILED 3.000 11.555 84 -348 -------------------------------------------------------------------------------- CJ5 5.00 8.00 WALL 0.000 10.000 485 -696 CJ5 5.00 1.50 NAILED 5.000 10.000 91 -8 CJ5 5.00 1.50 NAILED 5.000 12.555 143 -372 ------------------------------------------------------ CJ5S 5.00 3.00 *HANGER 0.000 7------------------------- 10.000 287 -260 CJ5S 5.00 1.50 NAILED 5.000 10.000 109 -36 CJ5S -------------------------------------------------------------------------------- 5.00 1.50 NAILED 5.000 12.555 164 -401 PDF created with pdfFactory Pro trial version www.pdffactory.com *HANGER denotes a hanger calculated by the layout program. Refer to the layout HANGER SCHEDULE for complete list of hangers and nails required. ' ------------------------------------------------------------------------ PDF created with pdfFactory Pro trial version www.pdffactory.com Top chord 2x4 SP #2 :T3, T4 2x6 SP #2::T5 2x4 SP SS: Bol chord 2x4 SP #2 :B2 2x4 SP SS: Webs 2x4 SP #3 :W3, W4 2x4 SP #2: :W13 2x4 SP SS::W14 2x6 SP #2: 150 mph wind, 21.79 ft mean hill, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT H. EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffd load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 -r brace. 80% length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113"30.5",min.)nails @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 2x6'r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN 00) START(FT) END(FT) TC 30 -2.07 17.00 TC 70 17.00 36.33 TC 84 36.33 55.40 BC 59 0.15 7.55 BC 51 7.52 13.84 BC 64 13.85 53.19 Bottom chord checked for 10.00 psf non�conaurrent live load. Deflection meets U360 live and L/240 total 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. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. f�-17' 12 s p THIS DWG. PREPARED tar IHt ALF'INt ,luti uEJlUNrK rKUUKAM MUM I Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4- 6 2201 3217 6.12 3291 4779 2- 4 2147 3251 15.16 2205 2906 16-20 2501 2880 24-28 1138 947 27-32 1138 *947 32-33 1334 453 37-41 1589 749 41-43 749 471 44-46 660 485 51-52 71 0 48-49 561 597 5. 7 2788 1639 3- 5 2774 1677 8-17 4285 2524 18.23 31 22 25-30 435 181 29-36 435 181 36.40 1079 906 42-47 577 433 47-50 560 459 6• 7 1201 1797 7- 9 3294 1911 12-11 1157 548 12-17 1293 1862 17-23 1813 721 17-22 2D62 1512 22-23 667 934 24-25 913 1003 25.32 1461 794 32-36 1981 2669 35- 41 714 676 41- 42 712 349 42- 46 531 451 Member design & wind reactions based on both MWFRS and C&C. Endpts Tens Camp 12- 14 2179 2940 21- 24 1683 1668 35.37 1162 333 46.48 614 521 7- 10 61 52 23-25 1299 445 38-42 1079 906 6- 9 1771 1053 16-19 648 337 23.24 613 372 37-36 923 1087 19'4" .!� 17' ti =5X8 =4X6 =5X6 2 ®1113X4 T5 41 -3X4 (b) W14 4� 4X6 (a) (a) 46 (b) ) a,2X4 a, m3X 10, 374" 1 16, -mot P Pr l 7'8" --F- 6' " I 3978 B2 534" R=1955# U=1683# RL=674/-674# W=8" R=355# Rw=589# U=622# W=8" R=3979# U=2788# W=8" DESC.= A01 SEQ = 157206 PLT. TYP: WAVE DESIGN CwWBC20 mEsrfvl-2GQZFnrsr=D%(o%y5(0) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0828 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"' Morris A Shashoua C LL 20.0 Sf TP REF FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Thaw MWn "m"n. care M I.W1. Ba. WAN. pNpplrq. 11-619 ud br 1l W. bud fdb.e. hbe, eSNa:0 SCSI (BWldbg C-r Wety INam.tluy by TPI ud WICA) W-fely P.E.License # 19554 TC DL p5 DATE 03-1 &2011 y,ECT pr" de pbr b pe f-ft b rureer.. Irchbn OW prod" bBP" q bncicg w BMI. Uri- noted WwWw, Wp clod Net M pmp�+l/,emhedcmcbrN 4Kieira."d b"0uncbN B%9 a ��m-"ni.� BC DL 10.Opsf DRWG m nvi l,mw, "lu��,1 ..ftI b"pp.BBC31 . Uzi m BIG.`n.� J bk,bb. JW-d pW Ybn"Ncw abme ud "n Sn Jabl Debh ui"m"d ode Wse. �MNB,W,re.+ � � - BC LL 10.Opsf Ic my aWkare �.rn ar"w Irc. Net r.lber"p�.mle r"r.y ded./m, rroreefr<er+wrap. r m bW85. bw m rmr"m.� wmusv,Pl ,, a rar I.riA+C. Wpvh¢, bmma, TOT.LD. 56.Opsf O/A LEN. 530400 AST COAST TRUSS Awl bsN� de/YY v bmr pp tiry tri�rMp, Mdp� NpMrkld DUR.FAC. 1.25 JOB #:22111 'S'.86 ST. LULIE Pr. PIERCE pL 34040 la.m emu. r�. nbppr. btq run eumro Dbb o.r wAt8y1M t &�0 7 1908 NW 112th Ave SPACING 24.0" TYPE SPEC OFFICE: lTy2y155-B1B0 P.lS: (7i2tI0-579C ML y ��y y��"�d nWBca Pompano Beach, FL PDF created with pdfFactory Pro trial version www.r)dffactory.com Job:(22111) /A02 'Top chord 2x4 SP #2 :T1 2x4 SP SS::T3, T4 2x6 SP #2: • Bot chord 2x4 SP #2 :B2, B3 2x4 SP SS: Webs 2x4 SP #3 :W7 2x4 SP #2::WS 2x6 SP #2: 150 mph wind, 21.79 ft mean hgt, ASCE 7-05. CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP C, wind TC ';OL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4'r brace. 80% length of web member. Same spades & SRS grade or better, attached with 8d Box or Gun (0.113")d.5",min.)nails @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 2x6 "r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135")3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purllns: CHORD SPACING(IN OC) START(FT) END(FT) TC 41 -2.07 15.00 TC 63 15.00 38.33 TC 51 38.33 55.40 BC 57 0.15 53.19 Bottom chord checked for 10.00 psf non -concurrent live load. • Calculated vertical deflection Is 0.23" due to five load and 0.45" due to total load at X= 31-11-14. Deflection meets U360 live and U240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Special rare must be taken during handling, shipping and installation of trusses. See "WARNING" note below. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB UF51UNER PHUUKAM r-KUM I KUbb Maximum forces Endpts Tans Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 D 4- 7 2265 3160 7- 10 1848 2319 6.15 1883 2293 17- 18 1884 1964 18.25 1271 1222 26.27 1391 518 27- 31 1395 526 33-36 1563 716 37.40 550 404 43-44 71 0 40.41 455 479 6.13 2720 1666 3- 5 2724 1763 12-14 2720 1666 21-22 1646 767 22-28 529 246 30-38 678 376 39-42 597 363 7- 6 268 0 7- 14 813 859 14- 16 448 292 18.22 - 922 965 22-26 1514 795 27-29 547 438 29.32 795 796 29-37 917 1041 Member design & wind reactions based on both MWFRS and C&C. @H 15' 23 m4X4 12 171 - 18 V 6 > �g p4X6 (a) T1 37'4" eB2 r 53'4" R=1971# U=1717# RL=610%610# W=8" Endpts Tens Comp 2- 4 2138 3186 24-26 1271 1222 35.37 1361 720 5- 6 2725 1664 14-20 1646 767 38-39 679 369 16-14 480 148 25.29 1993 2686 37- 38 335 0 I- =4X6 T4 1113X4 6 3X4 b)W7 (a) of co =3X 4 10, B383 =5X16 116?X4 -' I in R=356# Rw-555# U=633# W=B" R=3962# U=2749# W=8" DESC. = A02 SEQ = 157207 PLT. TYP: WAVE RESIGN aar-FSQmmEanFI-=F[mr"DK(DxvSIR) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0828 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" FURNISHTHIa DRAIMNO TO ALL CONTRAOTORS INCLUDINO THE INSTALLERS. Morris A. Shashoua P.E.License # 19554 L 20.0 Sf TC Lp REF DATE 03-18-2011 ECT n9 g R.AST GOAS'1' TRUSS OFF22111 5265 ET. LUCIE BLVD. rr. PIERCE EL 34Di6 ICE, (772)f66-2feD F.M.F.M.('rYa)r66-wo r mWr. Ana w" r"r �nro, n�aro, d6PhV, 1.UM. d surd"¢. P-W m,m rab.0. 1.trd.10. d BCSI(ed 1wr lardy tmomomD, by 7PI nd WmN fa wfdY m�pm°ew°"f � � °pm�'Y� ° gym°" mcL"" aWh apppa}YaD 'drkedpdN.tpce6 .nmfapemardlauaratrabd"rws. rewand .IMIDD"ooW BCS1 can D.e tdnomu. w'.n+Ddm gAppVP Rdtrim.d IBDzrcdpaedwdplane3arae,D.".ppr�aE6 MPbPm<am�sr:" adamd,aw�oarmazraa*�dwbr�*. my eWdlnD �^ti kaaw De. aw ndbe rmpa.amla ra a"Y e�,taraa rramDda a,aw"g, x ma""smr,"arwmuavmi,arasamw.d+wsv.f�uaon A.wa N.d*+aQODwt�r+romd.wv�+ wD�Do..ra.�rewaw.dw,D. TM.+rma�Wax.dr.wDa fgr"yalnc�nNtlrlMpaid6bdthlAO7ryDdDorMrAtisYIPl7t:w1 tv �mra lNamodanaw DialoDLgavWloN page rim wDaM�c mnacas.gp>¢[Pl:wrca...r,,.ae"sm __.. fcc:, w.m".ab.«a 1908 NW 112th Ave Pompano Beach, FL TC DL 16.Opsf BCDL 10.Opsf BC LL 10.Opsf TOT.LD. 56.OpS DRWG ic O/A LEN. 530400 DUR.FAC. 1.25 JO SPACING 24.0" TYPE SPEC PDF created with pdfFactory Pro trial version www.pdffactory-com Top chord 2x4 SP #2 :T3, T4 2x6 SP 92: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W9 2x6 SP #2: 150 mph wind, 21.79 ft mean hgt, ASCE 7-05. CLOSED bldg, not located within 6.50 ft from roof edge, CAT 11, EXP C, wind TC OL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 "T brace. 80 % length of web member. Same spades & SRS grade or better, attached with Bd Box or Gun (0.113"x2.5",min.)nails @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 24 "T" brace. 80 % length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 36 -2.07 13.00 TC 56 13.00 40.33 TC 100 40.33 55.40 BC 54 0.15 53.19 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.15" due to live load and 0.29" due to total load at X = 1246-8. Deflection meets U360live and U240 total 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. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. THIS DWG. PREPAKEU by IHE ALPINt Juts UtbKJNtK VKLAdKAIVI MUM If 1.100IVIM0 I TUU I Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4- 8 2393 3302 2- 4 2306 3331 9- 11 2104 2628 12- 18 1991 =18-19 1104 946 20.25 1104 946 25.27 1104 946 27-32 1616 720 34-37 602 398 38-40 564 391 43-44 71 0 40-41 436 452 5. 6 2859 1796 6.10 2854 1798 %.15 2241 1213 3. 5 2851 1859 16-17 2241 1213 17r 23 2204 1158 24-26 2204 1158 26-28 1403 1448 28-29 1243 1178 30-35 1243 1178 35-39 691 399 39.42 652 390 7- 6 226 0 7- 10 666 679 13- 10 645 278 13- 17 200 231 18-17 361 39 18-26 1131 1604 25.26 721 579 26-27 3064 2137 27-28 1938 2370 28.33 1137 1342 33-35 1113 921 36-35 147 493 Member design &wind reactions based on both MWFRS and C&C 13' I ` ' 27'4" 13' ti �6X6 �4X4 a5XB 1114X4 =SXB --010' 1112X4 3X4 =3X4 a4X8 =5X10 -5X8 �4X6 =3X4 3T10"5 15'5"11 I P In z I 53'4" -WA-4 R=2014# U=1757# RL=546/546# W=8" R=302# Rw=-521# U=603# W=8" R=3973# U=2775# W=11"5 DESC. = A03 SEQ = 157208 PLT.TYP: WAVE DESIGN CRrnracxmmF.vrnzaozFrmnMC%YW) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0828 I 'l ly'JE C T tvp�J"'i a EAST COAST TRUSS ti:e8 ST. LECIE 0U'D. rr. PIERCE FL 34M OFFICE: r7i2}ISe-Zfee rdl;: (M),IM-63313 -WARNING I- READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANP" FURMBH Tf98 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TM-.... rcgdm mLerre care In fab Arv,hm®ne, Wppim. ha"m and bracirv. Rew to and fubwde he e&d- of BCSI(Bliabg Carpvwe Safety Ird.-Son, by TPI sM wrrA) for af.V plhratcdo=a pvvinhofueaI.W-"P-4do trrvomy dpecSI, eI.rpdW hw property oftld mahral deffiitl bocom.hood shdth aprweryaeadlmdpidcdlM laa0w.amwrforpemwl W eIrnealnofveba char hate bmcinp h�plod p> B,,no &M on Alf. 67 or BRJ, u le P noEI0. Apply pia b each faa of irm nit pm0on o Aevn above and on Qn Joint Oehl4, Iricu n.IM cdervlae. Referto do Wraa lfaaZ fo<aamw p"" P-Vor- rrw aIdNN aarP°rc+b trout Ire. chat mtbe m.peramla fa ar/ dadaBon (rnadi dmWre, bb-dN & 11aW onHa f4arfnp xophr pq.11&pTha.rrp, lr7.Mw aooapYlaa ar'la..af.l �d�cr.fpp+eao �wrprr.d�m^.�w. TM�va��aae�.drwRo roewd car.a�a .wpfrat mt+tsrw�adartr MaYtwteapa y p q,.eepdapbyye,�arl,wapay.Wecaov.b.M; Mace: ttvft"mmTPI: WTCA: ==IsIRft8ML=1=,,,,,ilem,.,,.n Moms A Shashoua 19554 P.E.License If. 1908NW 112thAve Pompano Beach, FL TC LL ZOO Sf p TC DL 16.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 56.OpSf REF DATE 03-18-2011 DRWG is O/A LEN. 530400 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" ITYPE SPEC PDF created with pdfFactory Pro trial version www.pdffactory.com Top chord 2A SP #2 :T2, T3 2x6 SP #2: Bol chord 2x4 SP #2 :B3 2x4 SP SS: Webs 2x4 SP #3 :W14 24 SP #2: Negative reaction(s) of -305# MAX. (See below) from a non -wind load case requires uplift connection. 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT IT, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. by=1.D0 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (b) Continuous lateral bracing equally spaced on member. Or tx4 "T" brace. 80% length of web member. Same species 8 SRB grade or better, attached with Sd Box or Gun (0.113"x2.5",min.)nails @ 6" OC. (a) Continuous lateral bracing equally spaced on member. Or 2x4 "T' brace. 80% length of web member. Same species 8 grade or 'better, attached with 16d Box or Gun (0.135"4.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 36 -2.07 11.00 TC 55 11.00 42,33 TC 60 42.33 55.40 Be 52 0.15 23.64 Be 17 23.54 24.54 Be 105 24.54 34.97 Be 21 34.97 36.39 Be 42 36.39 53.19 Bottom chord checked for 10.00 psf nonconrurrent live load. Calculated vertical deflection is 0.20" due to live load and 0.37" due to total load at X = 24.6-8. Deflection meets U360 live and L/240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Spedai care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 11' THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4- 6 2559 3345 6- 9 2435 3103 2- 4 2516 3423 10. 15 2254 2667 15-16 2032 2318 16-25 2143 2549 24-26 2143 2549 26-31 921 301 31-35 1271 447 35-39 2877 1582 37-44 1727 845 44-46 1723 1079 49.50 71 0 46-47 1527 1035 5• 7 2918 1979 7- 13 2426 1426 3. 5 2860 2001 12-14 2426 1426 14- 18 2734 1642 19.22 3093 1819 2D-27 1240 527 27-28 1239 527 3D-34 1411 1554 33-36 2143 2662 36-40 1821 2168 42-43 1821 2168 43.45 1345 1450 45.48 1354 1451 6. 7 542 312 7- 8 535 348 B-14 501 282 14- 15 389 141 15.17 480 555 16- 17 1013 1446 16.21 1051 522 21-26 1721 1166 26.27 238 0 26.29 1988 2841 29-31 1156 480 31-32 896 1426 32-35 2719 1946 35-36 1953 2575 36.38 1491 1879 38-43 1011 828 44-43 669 436 Member design 8: wind reactions based on both MWFRS and CSC. MWFRS loads based on trusses located at least 10.90 ft. from roof edge 31'4" T I 11' �1 =6X6 -3X4 =3X4 -5X8 -3X4 -6X6 -010' rc 12 39110"5 13'5"11 r ice- 23'6"8 +i'F� 10'5"2 �F'� 1611"6 53'4" R=2013# U=1778# RL=482/-482# W=8" R=305# Rw=529# U=449# W=8" R=4581# U=3156# W=11"5 DESC.= A04 SEQ = 157209 PLT.TYP: WAVE DESIGN cwrarec2007aESMI-20MFrmro0x(axy5ml QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0828 h; o ri esia , T EAST COAST TRUSS sxes Sr. aouE Dum. Fr. PIERCE Ft. 34e1c OFFICE: (772AGO-2160 FAC, (MHOG-6390 -WARNINGI" READ AND FOLLOW ALL NOTE® ON THIS DRAWING[ "IMPORTANt"" FURNISH THIS DRANINO TO ALL CONTRACTORS INOLUDINO THE INSTALLERS, ,d. rai° tbooste rauan�o ecsil"eurw,gcm'�=fofYlnr"Bano byTMwIZA) o, w. ffoospda.roF"rtorft&-f-d- Irta§nwrWoOdotanPardnbndreP"recst. Unim mbd ooerwm, mP erord"haw propey.mued d b.al alremm.m b"mi ohood n T ea° ao �ecdsi`ao8uo�aaAei ai0r�` , A��y�m r-h1we ���postdon "W"onftdoW D�- nwaaxayca� mGowl�.doromber.�.� r> xRW&A.wnsolmaxrorwwrdp�Pidbe arydad,eonrrwnwom.wro, ary bllre b bWa to b� In oa WI-ce WNAISIRPI 1, or rot IendLV. WPpbv. tr,datadan ae<ms"rb Arblm � dn'riY vcv�t pPM&i tlr d�Mp, kdaM �oeY.Ma W prolwYeul .c wNvv "Pu+mv�bar�+dl+a +� n.w.boywwaraamlha "d�"r"Mernbpu.Ib7ya�.euaarot�..grMrAxsurvtts«.�. mmbmaea dNa ptla Oar,ritl nvea P+Fa.r,d bean.rcb "- a,a Morris A. Shashoua P.E.Ucense # 19554 - 1908NW 112thAve Pompano Beach, FL TC LL 20.0 Sf , P .to TC DL 16.Opsf BC DL 10.Opsf BCLL 10.0psf TOT.LD. 56.Opsf REF DATE 03-18.2011 DRWG Jc O/A LEN. 530400 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" ITYPE SPEC PDF created with pdfFactory Pro trial version www.i)dffactory.com Job:(22111) /A05 Top chard 2x4 SP #2 :T3 24 SP #2::T4 2x6 SP SS: :T5 2x4 SP SS: ,;Bot chord 2x4 SP #2:B6 2x4 SP SS: Webs 2x4 SP #3 :W15 2x4 SP #2::W16 2x5 SP #2: ;Negative reaction(s) of -11020 MAX (See below) from a non -wind load Case requires uplift connection. 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50It from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC 131-=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 ,.,(a) Continuous lateral bracing equally spaced on member. Or lx4 "T brace. 80 % length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113'x2.5",min.)nails @ 6' OC. , (b) Continuous lateral bracing equally spaced on member. Or 2x6 -r brace. 80 % length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",m1n.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 36 0.00 11.D0 TC 27 11.00 13.00 TC 45 13.00 44.33 TC 57 44.33 53.33 SC 49 0.13 23.54 BC 17 23.54 24.54 BC 76 24.54 36.97 BC 21 36.97 38.39 BC 39 38.39 53.19 Bottom chord checked for 10.DO psf non -concurrent five load. Calculated vertical deflection is 0.33" due to live load and 0.61" due to total load at X = 24-6-8. _ Deflection meets L1360 live and U240 total 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. THIS DWG. PREPARED BY THE ALPINt JOB UtSIGNtK VKUGKANI MUM InuOJ mrrca L TUU i Maximum forces Endpts Tens Comp Endpis Tens Comp Endpts Tens Camp Endpts Tens Comp 3- 6 2687 3548 6- 9 2377 2952 1- 3 2580 3540 8- 16 2434 2883 14.17 2923 3608 17- 19 2921 3606 19.28 2874 3681 26, 29 2874 3681 29-34 1832 1066 34-38 2111 1158 38-41 4248 2708 40-44 2843 1662 44.46 2863 1837 46-47 2739 1894 4- 5 3097 2231 5-10 3092 2233 10- 13 3317 2287 2- 4 3123 2317 12- 18 3317 2287 18-20 3125 2084 22-24 4231 2789 25.30 1682 985 30.33 1681 985 32-35 2014 2560 36-39 2986 3965 39.43 2394 3169 43-45 1737 2467 45.48 1650 2432 6- 5 190 0 6.10 688 608 7- 10 2272 1801 10. 15 1663 1654 15.18 380 390 17-18 554 431 18.19 640 465 19.21 1921 2795 19=23 2055 1160 23.29 2286 1610 29.30 273 0 29-31 2897 4020 31-34 736 309 34-37 747 1078 37-38 3147 2287 38-39 2136 2770 39-42 1889 2418 42-43 989 892 44-43 657 431 Member design & wind reactions based on both MWFRS and C&C. N 31'4" I 9' --i =5X6 T3 T4. 12 =7X6 113X4 =6X8 =5X6 =3X4 =6X6 6 _p _3X4 Ill2X4 =4X8 =-4X6 =3X8 gH05%J t5.49 1_ =6X8 =6X6 =3X4 12 41'10"5 h 23'6"8 �t^I�--1272-�t�i�-14'11"6 534" R=19040 U=1482# RL=350/-348# R=5172# U=3685# W=11"5 R=-1103# Rw=807# U=457# W=8" DESC. = A05 SEQ = 157210 PLT. TYP: WAVE DESIGNaRfRFBC20OM&ln4-2=FDRr-D%(MYSR QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0891 "WARNING]" READ AND FOLLOW ALL NOTES ON TMIS ORAWINGI Morris A. Shashoua 20.0 Sf REF "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, P.E.License # 19554 TC ILL p DATE 03-15-2011 Iivan.ad. emeae- In fAflatr q, N.A g, eNppT V, 4.e EN aM b-Im• Refs m ertl (01-am Ubwe&:UnOfBCsi(MMINcwp H r"fdy Ifd-sw% by IN 'W WTCA) W "" TC DL 16.Opsf pprr wprig mp M&V DamfueEore. InWM" pr"Nde mrrpmar b."IM pa SCSI. DRWG Weea..d aEervlea, Up chord ah.1 haw p,ap y..dd mucbrd d UNm a b.!U..lord char Naw"prop,V,azhftldacery. BC DL 10.Opsf r:m :ni-pyECT rr� , � In4alM pa EDSl ae m Jobta a[K Uri np d nypy phbmeach laze affma.P-I as ZW aM plm Die J"m, oeratK uie"roll "tl,vWeu eraBLOEMC soazra BCLL 10.Opsf Ic WIm.ampaber mx amens ce"oare. Deco h� uw pdbe.aperUlo ra+ry demon momma aa"bQ am col." m a,1a Dra ben m aadarmxe WOrAhS1lIP1,, a ra ImrNDa. r+pgrv. mammdm a brxirg Drowses TOT.LD.. 56.Opsf IO/A LEN. 530400 Avian brdnvYY a wwr pp Utl1Y Na d�Wip, Mo1M �oo�prrw orproreMd DUR.FAC. 1.25 JOB #: 22111 EAST COAST TRUSS .awwr.apa.me aawmrll.a+o ana.. Ina.+�o .ada.ael.dr aw 52E3 Sr. LDCIE DL,'D. Fr. FIERCE EL 04e10 h rtl sotto rer rwpor.lOYor olh ISY1m baakr�, Tar 1lSVIPI, 6�0.7. 1908 NW 112th Ave SPACING 24.0" TYPE SPEC OFFICE: (772),GG-2100 E.M. (77211W-G09G Farnve wromctlm aoa Ha jb' pervYnaYa waew�"rob aims: nweece wwrmbeea 7w:s»>xwDa,pm;w,ra wrrawib __- iea w"wrer,ra.a. Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(22111) /A06 Top chord 2x6 SP #2 :Tl 2x4 SP #2::T6 2x4 SP SS: Bol chord 24 SP #2 :133 2x6 SP SS::B6 2x4 SP #2: _ Webs2x4SP#3:W1D,W14,W172x4SP#2: .W 18 2x6 SP #2: �Negathre reaction(s) of -15649 MAX (See below) from a non -wind load case requires uplift connection. (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 it from roof edge, CAT 11, EXP C, wind TC DL=5.0 psf, wind Be DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 (a) Continuous lateral bracing equally spaced on member. Or 1x4 "P brace. 80% length of web member. Same species 8 SRS grade -or better, attached with ed Box or Gun (0.113"x2.5",min.)nals @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 2x6 "r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.1355G.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) TC 35 0.00 9.00 TC 47 • 9.00 13.00 TC 27 13.00 15.00 TC 32 15.00 46.33 TC 45 46.33 53.33 Be 48 0.13 23.54 Be 17 23.54 24.54 Be 55 24.54 38.97 Be 21 38.97 40.39 Be 30 40.39 53.19 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.52" due to live load and 0.97" due to total load at X= 24-6-8. Deflection meets U360 live and U240 total 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. BY TFIE ALVINt JUt3 Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 5 3122 3828 5- 6 2820 3511 1- 3 3026 3832 11-15 3411 4171 19-20 4207 5280 2D-22 4206 5279 3D•33 2401 319E 33-37 2696 1894 37-41 2846 1836 44-47 4110 2744 47-49 3973 2670 49-50 3767 2731 9.10 3088 2128 10-14 5093 3768 2- 4 3386 2683 21-23 4971 3550 25.26 6434 4535 28-32 4028 2706 36-40 2733 3454 39.42 3923 5173 42-46 2920 3799 " 48-51 2394 3464 5• 9 586 336 7- 9 480 251 12-10 1502 1108 10.17 2138 2519 17-21 237 243 21-22 402 333 22-24 2903 4063 22-27 3821 2455 31-32 1376 1621 32-33 1973 1272 33-35 3936 5275 37-38 506 686 38-41 3481 2526 41-42 2183 2837 43. 46 732 5B8 46-47 700 535 Member design 8 wind reactions based on both MWFRS and CSC. Endpts Tens Comp B-13 3178 3794 22- 29 4901 6471 41-45 5541 3801 4- 9 3379 2637 16.21 5093 3768 32-34 2189 1351 46-48 2478 3438 7-10 1072 888 20-21 424 325 27- 31 2636 1937 35-37 291 52 42-43 2241 3052 sr Imo--- 9' Ala 4' -... 31'4" 7' 12 T1 %6XB(R) 6 8(R) U/6X6 R) 112X4 =8X8 =8X8 =3X4 �7X6 6 � Z 2X4 I�$1 1�1X l �_-H1010(SRS) 2 =6X6 r2X4 1-10912 32 _ _ 1 1 -410, 09 FIDW 21 12 /1 12 4x6 4 46 3X4 =3X4 Sa4X10 =6X6 =3XB 12 8.49 ///7X8(R) 6X6(R) 12 B6 918. 83 F r - 23'6"8 14'5"2 1 12'1 V6 -®t 534" R=2019# U=1607# RL=285/-284# R=5519# U=4014# W=8" R=11564# Rvv=1099# U=494# W=8" DESC. = A06 SEQ = 157211 PLT.TYP.-WAVE DESIGN Carr.FBCla07seSn1+a@Fnmwex(Dxysry) QTY= 1 TOTAL= 1 - REV. 10.02.05.1129.12 SCALE=0.0891 "WARNING I" READ AND FOLLOW ALL NOTES ON THIS DRAWING Moms A. Shashoua TC LL 20.0 Sf REF "IMPORTANT" PURNBH THS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, P.E.License # 19554 p DATE 03-18-2011 _ r .Cie b�d =or WSJ( WWa�Ca'w xis by TTRW W"I Way . TC DL 16.Op sf a do abr Eo p"rr"mrrtl to rucr"rn ism cur w� mrroa•n brxlm w BCSt cornaw da`wim :d-f.p I"'aiar"W1.&e9mmu�e � l awl ,b-I vlr W dWBCSl�u M8»BID. =. PIq b9, nncy*1mwm hr.A BC DL 10.Opsf DRWG JCa"nm R.��".W" ft»DnN_ BC LL 10.Opsf ECT rnBremC=JwW!�m. a Id.h-""m"th""SVM1.° k,"°V,W°ft.in.w4. TOT.LD. 56.Opsf O/A LEN. 530400 eo a Awl onfh a«Nk0 or evwr pP rare Md�r4p, Ydbuw �wrrpdrora dPW�wM�I Jca. TM ..raw rw 1.25 JOB EAST COAST TRUSS .ro wwI"w+mrN. W wwaJpn Nreue "^a o far WV thank hnpmrr ftaff"6WraD.Www rAWAgPIlarrbl 1908 NW 112thAVe DUR.FAC. #: 22111 SPACING 24.0" TYPE SPEC 5A5 ST. LUUE %D. FT. f1F1lCE FL 3N9N6 OFFICE: (T!^.j166-";o ..F (f7.'FI66-6390 Faun W"nn(m�m N�pb�pe,vdn"b Fape"N Omerab YNs . mvacrsssF�TFI:wlG�lrc..a«.k�..r"ems Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactorv.com BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S Top chord 24 SP #2 :T1, T6 2x4 SP #2: Bot chord 2x6 SP #2 :B3 2x6 SP SS: Webs 2x4 SP #3 :W12, W13, W15, W18 2x4 SP #2: ":W22 2x8 SP SS::W23 24 SP #2: Special loads --(Lumber Our.Fac. 1.25 / Plate Dur.Fae.=125) - TC- From 72 pit at 0.00 to 72 plf at 7.00 T6 From 36 pif at 7.00 to 36 pit at 15.00 TC- From 36 pit at 15.00 to 36 plf at 17.00 . TC- From 36 pif at 17.00 to 36 pit at 33.00 TC- From 36 plf at 33.00 to 36 pit at 48.33 TO- From 36 plf at 48.33 to 36 pit at 53.33 BC- From 40 plf at 0.00 to 40 pit at 7.06 _ B4 From 20 pit at 7.06 to 20 pit at 12.00 BC- From 20 pit at 12.00 to 20 pit at 23.54 B6 From 20 plf at 23.64 to 20 pit at 24.54 BC- From 20 plf at 24.54 to 20 pit at 40.21 BC- From 20 pif at 40.21 to 20 pit at 41.21 BC- From 20 ptf at 41.21 to 20 pit at 53.33 TC- 230.82 Ib Cone. Load at 7.06 TC- 177.68 III Conc. Load at 8.73 TC 86.241b Conn Load at 10.73 .- TC--175.21 lb Cone. Load at 12.73 TC- 52.47 lb Conc. Load at 15.94 TC- -122.04 111 Cone. Load at 17.94 _ T6103.89 lb Conc. Load at 19.94 TC- 163.43lb Cone. Load at 21.94 TC- 125.68 lb Cone. Load at 23.94,25.94,27.94.29.94 31.94, 33.94, 35.94,37.94.39.94 TC- 142.52 lb Cone. Load at 41.94,43.94.45.94,47.94 BC- 152.84111 Cone. Load at 7.06 BC- 245.39lb Cone. Load at 8.73 BC- 360.64 lb Cane. Load at 10.73 86 697.78 lb Cone. Load at 12.73 BC- 553.66 lb Cana Load at 14.33 B6 383.15 lb Cone. Load at 15.94 BC- 605.34111 Cone. Load at 17.94 BC- 319.67111 Conc. Load at 19.94 BC- 108. 16111 Conn Load at 21.94,23.94.25.94.27.94 29.94, 31.94,33.94,35.94,37.94,39.94 BC- 90.73 lb Conc. Load at 41.94.43.94,45.94,47.94 BC 229.40111 Conn. Load at 49.94,51.94 I�7'--8'- =-6X8 1112X4 %2X4 12 3 Complete Trusses Required Nail Sehedule:6.131"x3" nails Top Chord: 1 Row @12.00" o.c. .Bol 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 and stagger nails in each rowto avoid splitting. (1) 112" bolts MAY BE USED FOR (2) 0.131"1Cd" nails ON THE BOTTOM CHORD ONLY. Maximum forces(per ply) Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp -Endpts Tens Comp 3- 5 1660 2691 5. 6 1606 2642 1- 3 1641 2679 6-10 2046 3346 10-17 2046 3346 16-21 2593 4274 20-23 3009 5122 23-27 2513 4406 27- 31 3778 6723 31- 34 2158 4061 35- 37 21 144 37- 41 5117 2060 41-45 3757 2066 45.48 5537 3D06 49-52 2962 1625 52-53 2941 1614 4- 9 2384 1460 9-11 2381 1441 11- 14 3859 2339 2- 4 2395 1476 12- 18 3859 2339 18-22 5274 3178 22-26 5082 2983 25-30 5977 3389 29-32 4241 2272 32-36 1654 813 36.40 1047 1764 39.42 2755 4999 ' 44-46 2782 5137 46.47 1446 2629 47-51 1447 2639 51-54. 1447 2639 5• 9 37 23 7- 9 154 20 7- 11 1270 796 10-11 99 43 11-15 384 672 15-18 2201 1288 18- 19 1302 2197 19-22 213 191 23-22 334 213 23-24 599 861 27- 24 1844 3330 27-28 3981 2173 2B-31 2568 1558 31-32 558 879 32-33 2646 1478 33-36 1177 2061 36. 37 2144 1111 37-38 1954 3615 38-41 1328 2275 41-43 1642 943 43-45 2031 1055 45.46 920 1643 46.50 1784 3324 50-47 157 28 Negative reaction(s) of -3667# MAX (See below) from a non -wind load ease requires uplift connection. 150 mph wind, 21.79 ft mean hgt,.ASCE 7-05,,CLOSED bldg, not located within 4.50 ft from roof edge, CAT IL -FRCP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00CCpi(+/-)=0.18 Wind reactions based on MWFR8 pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.62" due tofive load and 1.14" due to total load at X = 24 &6 Deflection meets U360 live and U240 total load. I 2 i 31'4" Calculated vertical deflection is 0.62'due to ive oa and50:97te to dead load at X = 24-5-6. =6X6 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and 1/16X8(R) e3X4 1116X6(R) =4X6=7X8installfffiaM msseslll9dV4'(S"NING" note RUB �10 =5X6 N8X8(R) =4X6 =4X6 =3X4 =3X8 =4X6 =3X4 07X8 +pURLIN.NOT+X8.=6XB 1112X4 43'8" 9.8" �i 23'6"8 'i 15'8" 12'1"8�1 534" R=3935# U=2388# R=10547# U=5634# W=8" R=-3667# Rvr--2069# W=8" DESC.= A07G SEQ = 157279 . PLT. TYP: WAVE oEsfv+cwT-renoo7re vmo-mmcmm-axfoxvBcm QTY= 1 PLIES= 3 TOTAL= 3 REV. 10.02.05.1129.12 SCALE=0.1250 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT' Morris A. Shashoua TC LL 20.0 Sf REF _ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, ftfaWand raa-ofBCS. AbVC-po-It f°' N'aw ftn,b'yTMI WTCA W fL ra,wme ev"a roman or ecsi P.E.License # 19554 TC DL P 16.Opsf DATE 03-18.2011 ry�Y+1 0000uc" Prim b perfonlim bese 1` mS . hWbm car prove., baperery braclm pw BCSI. rol hd W M olod allati d�d c"dlry Ixa�tlae Nom fur'=pumamrt Mao! rengi "aatralM of veW BCDL 10.Opsf DRWG ."/ nJ. CT Wlhacb=hVInrabdwSCSI webmaB%67wBID,"appicabhAppypN4abwchfaee fb��po�wawr=ndwroenft,d. now mm PelnmaraW cooill-Zrw-p1.prompabe BC LL 10.Opsf Jc 1 eao-mg Cmpw,ertan cod Irc.rid aw Wre.pam.o for any �19Mv.-I,hwn Rio d-kvWhIf. r,-a meWaaaomma«amDemawmArsv,rf,•wfwtaDmm'wppaB'�meaon 6 bra4Inof tram. TOT.LD. 56.Opsf O/A LEN. 530400 AMY011� �'NC or OCN DaP t� M Oa'/a10, tfldlC� W P4(atA101bl DUR.FAC. 1 •25 JOB #: 22111 EAST COAST TRUSS '5:85 ST. LUCIE BLVD. M PIEUCE EL 34946 !:rusurwlE'm' 1908 NW 112th Ave SPACING 24.0" 1 TYPE HIPM OMCE: fnzllrio-E100 E-12M f77aNca-53:G imw,mlmwrnt. pb pees noes paps ,,,,e'°e°aeb sib: rnveea.,a.,_M...aemamwleA:...«.�i•�L___ea,�ix."..a..=-+.nm Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactorv.com Job: 22111 / B01 Top chord 2x4 SP #2 Bol chord 2x4 SP #2 :B4, B5, B6 2x4 SP SS: Webs 2x4 SP #3 :W3, W14 2x6 SP #2: :W9 2x4 SP #2: 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.D psf. lw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (b) Continuous lateral bracing equally spaced on member. (a) Continuous lateral bracing equally spaced on member. Or 1x4 "r brace. 80 % length of web member. Same species & SRB grade or better, attached with Bd Box or Gun (0.113"x2.5",min.)nails Q 6" OC. In lieu of structural panels or rigid ceiling use puriins: CHORD + SPACING(IN OC) START(FT) END(FT) TC 72 -2.07 20.35 TC 60 20.35 32.99 TC 46 32.99 45.92 BC 96 0.15 15.77 BC 75 15.82 30.83 BC 16 30.83 31.69 BC 1199997 30.83 32.99 BC 94 31.69 39.48 BC 77 39.49 45.92 Truss passed check for 20 psf additional bottom chord live load in areas with 4T-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concunent five load. Deflection meets U360 live and U240 total 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. MWFRS loads based on trusses located at least 21.79 It. from roof edge, BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp D- 1 71 0 4- 7 271 613 7- 13 483 288 2- 4 168 618 11-17 667 277 17- 19 705 484 20.26 1223 1119 26-34 1223 1119 35.40 1696 1789 40-41 1328 1779 5- 6 449 470 6.10 442 471 3- 5 482 594 9.14 442 471 16- 18 375 438 18-22 396 108 23.25 396 108 25-27 1184 649 27-32 345 166 28-30 774 471 29-36 840 483 36-39 34 12 37-44 97 93 7- 6 385 0 7.14 843 1062 17- 16 1703 2409 17- 18 1659 881 21-18 857 1210 21-25 1299 899 26.25 618 491 25-33 142 158 33.36 395 271 36- 37 1145 637 33- 37 584 660 40- 38 778 501 37- 41 1501 1036 42-43 1222 1458 Member design & wind reactions based on both MWFRS and C&C Right end vertical not exposed to wind pressure. Imo- 20'4"3 127"10 1 12'11"3 t^ B4 B5 B6 F�N� - 16'2"12 14'4"12 -, + +r- 6'11"3 6'3"8 ---i 45'11" R=798# U=870# RL=678/-600# W=8" R=3041# U=2064# W=8" R=1601# U=1185# W=7" DESC. = B01 SEQ = 157285 PLT. TYP: WAVE DESIGN Cw,"FDC20U VnM-Z=Fmrr"oz(Dxys(m QTY= 4 TOTAL= 4 REV. 10.02.05.1129.12 SCALE=0.0991 ny yrECT r u�.. EAST COAST TRUSS 6:eD S<. LUCIZ OLW. Fr. P=C9 FL U494G oFFtc>:, (77DHsD :1BD FAM (772WA-5= -WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 T "IMPORTANT" FURNIGH THS DRAWING TO A L OO�NrPACTOR INCLUDING THE INSTALLERS. rw m"mw.m` .reesr(arunoa0c° ns.reyim D.D,ev7r'iww,cgr" ter,r p fie pd«m pufamdrem (-fl cIreibm dap proMa t UVWq bradre par BMI. U - mmd "D wWw. bp dpd"raw pmpr+r/ a ,hd hze W dmUm and bdmm Ehrd daraa.p aFr yvDac pd d0dc61m Lw,&= din f"r perr smrd reWaldd-W dW CSr brxrre �rNdN pr1Beecoom Jdr adaB,4�pc+bb. MN/pWum.aeh ra<. dDuo.m ..dpw CS: a,eAB?wu a.t r,dmmprwa" Rarer0&.*re 16 4Zrm°bnd dpvmp.M- nW BuMm Carps moo Im dalbba-Wo car ny deM wtrmbda dra", wb.o m wa ma ms. a roram,ar� almAravrpr ,. r<rm mrmro. d+vWre. r,m�ean braaredrnraa. A.wlon Ha drdYO v wvar P4P birii tNp .dip, Yidp.M wpapdgahwkrrl TaaIA"VVdIMC4th*4 ep ra W dwn Mpa coop rr+�b d,ba Dorm DKIDW tar AWA IR t &.D 7 For,mniNamwsviapeypervy„md.,v.,icbdty. mvecQ 1pr: wlrw-IcD:rmw.ko%.ra.o,v Moms A. Shashoua P.E.Ucense # 19554 1908 NW 112DtAFe Pompano Beach, FL TC LL 20.0 Sf p TC DL 16.0psf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 56.Opsf REF DATE 03-18-2011 DRWG Jc O!A LEN. asttoo DUR FAC. 1.25 JOB #: 22111 SPACING 24.0" ITYPE SPEC PDF created with pdfFactory Pro trial version www.pdffactory.com r ,lob:(22111) / B02 Top chord 2x4 SP #2 Bot chord 2x4 SP #2:B3, B4, B5 2x4 SP SS: Webs 2x4 SP #3 :W3, Wl4 2x6 SP #2: ^150 mph wind, 21.79 It mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 It from roof edge, CAT II, EXP C, wind TC 'DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (b) scab brace. 80% length of web member. Same size, species & grade or better. Attach with 10d Box or Gun (0.128"x3';min.)nals @6"OC. ..(a) Continuous lateral bracing equally spaced an member. Or 1x4" f" brace. 30% length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.1 13"x2.5",min.)nat s @ 6" CC. In lieu of structural panels or rigid ceiling use purtins: CHORD SPACING(IN CC) START(FT) END(FT) TC 68 -2.07 21.00 TO 65 21.00 32.33 TC 44 32.33 45.92 BC 96 0.15 15.77 BC 75 15.82 30.83 BC 16 30.83 31.69 BC 1199997 30.83 32.33 BC 16 31.69 31.69 BC 94 31.69 39.48 BC 77 39.49 45.92 Bottom chord checked for 10.00 psf non-concu ent live load. 'Deflection meets U360 live and U240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Special pre must be taken during handling, shipping and installation of trusses. See "WARNING" note below. MWFRS loads based on trusses located at least 10.90 it from roof edge. BY THE ALPINE JOB DESIGNER PROGRAM FROM Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 0- 1 71 0 4- 7 310 676 7- 12 417 . 309 11- 17 600 299 17- 19 804 618 20.22 1218 1034 31-37 1727 1764 37-38 1335 1740 5- 6 505 470 3- 5 538 594 9-15 498 471 16-21 353 379 23-25 1107 621 25-29 236 125 24-26 856 551 33-36 39 10 34-41 93 88 7- 6 383 0 17- 16 1686 2273 17- 21 1509 852 18- 21 791 1 D47 22-23 526 418 23-32 164 179 32-33 464 360 32- 34 617 693 37- 35 819 534 34.38 1471 1 D49 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. 2V I 11'4" I 137" =5X6 1112X4 =5X8 22 37 613X4 (a) a) (a) (a) a) b) IC3 b) ' 21 _ =3X �7 =4X4 3X F2W 1113 1112X3 =3X6 1114X8(R) o �2 =3X4 3X4 1112X4 16' 1 29'11" In B3 B4 - B5 FK- 16712 14'4"12 �+�+I�-- 7'7" 1 678 ---I Endpts Tens Comp 2- 4 181 680 22-30 1218 1034 6. 8 498 471 21-23 469 155 27- 33 871 496 7-15 836 1077 18-23 1106 822 33-34 1060 612 39.40 1223 1424 45'11" R=828# U=877# RL=698/-62D# W=8" R=1567# U=1186# W=7" R=2905# U=2043# W=8" DESC. = B02 SEQ = 157289 PLT.TYP: WAVE DESIGN camFBCM= ll4-20XFUFm0x(axvSIG) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0991 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT" Moms A Shashoua TC LL ZO.O Sf REF FURNISH Tl9S DRAWING TO ALL CONTRACTORS INCLUDING W INSTALLERS, The regds a e= care In fabdcednp. lamina, aN ng, Is PV ard brrdm Ref. to and folwthe latest edtlm of BCSI(B,dld4v Carp-nt Safety Namotlan, by TPl,d w,r/) for Old, P.E.License # 19554 p TC DL 16.Opsf DATE 03-18-2011 rrvi_ra prattle" prW In perfasinpesa Ih11 1n Instals chat prWde ten -ry brwlm per BCSL W,bu told atherWae, top eh rd Bel1- prop,* attached eb al she UM and boll -chord bdnp 90,raaa � mW-.h BC DL �10.0psf DRWG i:m I'M Wall Inadul W SSCSI-d-83�el a&Ppl�K ph I- Rdw WPas GoGWZI. WW ardor tlmdehlDbm ui"eed atle Wsa Ref, l'd'Vrad�ngalhp famma,a BC LL 10.Opsf Jc El T d nAb,� nWkm Wb MtoI-n mdInc. d,al"abereapac. (a any handrg,Npbv.kaWnp. amy tallaa l buaitln bw b c,domame adtl,ANSVfPI +.afar lard4p, ddPPIr9. 4sstaidon a brachn of a,mu. TOT.LD. 56.Opsf O/A LEN. 451100 EAST COAST TRUSS A.W pnOh OrMO a.aav qP rdbtl N.dr.vkp, bidloti. woapa:a dptalwlerd Tl-M*.ad-dth ..w DU RFAC. 1.25 JOB #: 22111 58yauFL SiBJe SP1QiCE :s{0:oFn a md-t-I.m,nw,dgdw-aft D.10- /auwlsa 1908 NW 112h Ave SPACING 24.0" TYPE SPEC . zso+_ jd-ease ,rFarioralidom�ed:�,a„d,l,pb.a ,d,,,ba�,p,a„dp,a,�„pd�; _„e WrCk „ol,do-.,tcG„keatn Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :84, B5, B6 2x4 SP SS: Webs 2x4 SP #3 :W3, W 13 2x6 SP #2: 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP C, wind TC DL=5,0 psf, wind BC DL=5.0 psf. tw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (c) 2 SCAB braces. 80% length of web member. Same size, species & grade or better. Attach one to each face w/10d Box or Gun ?f (0.128"xY,min.)nals @ 6" OC. (a) Continuous lateral bracing equally spaced on member. Or 1x4 -r brace. 80% length of web member. Same species & SRB grade or better, attached with Sd Box or Gun (0.113"x2.5",min.)nails @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 2x4 "r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135")3.5%min.)nails @ 6"OC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 68 -2.07 19.00 TC 43 19.00 34.33 TC 51 34.33 45.92 BC 97 0.15 15.77 BC 90 15.79 30.83 BC 16 30.83 31.69 BC 1199997 30.83 34.33 BC 94 31.69 39.48 BC 77 39.49 45.92 Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and L/240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Special rare must be taken during handling, shipping and installation of trusses. See "WARNING" note below. THIS DWG. PREPARED BY THE ALPINE JOB D Maximum forces Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 7 301 705 11-16 564 253 16-20 5.98 59 33-39 1649 1717 39-40 1326 1736 3- 5 565 572 10.15 523 448 24-27 1181 713 27-31 325 210 35-38 �31 15 36-43 104 102 16.17 1714" 2245 17-18 1258 1846 24-32 114 107 32-35 381 338 39-37 706 432 36.40 1448 1027 MFR'S Endpts Tens Comp Endpts Tens Comp 7- 13 387 264 2- 4 174 707 19-25 1273 1235 25-34 1273 1235 5- 6 530 447 6• 9 523 448 17- 22 198 57 23.24 194 57 26-28 756 422 29-35 856 503 7- 6 385 0 7- 15 845 1074 18-24 1556 1016 25.24 769 613 35-36 1161 703 32-36 577 610 41- 42 1228 1432 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. 19' 15'4" 117" 16' 29'11" P B4 B6 FN� 16'2"-12 14'4"12 f• t- 57" - 1 6'3"8 ---t B5 45' . . R=842# U=875# RL=636/-559# W=8" R=1574# U=1191# W=7" R=2885# U=2083# W=8" DESC. = B03 SEQ = 157293 PLT. TYP: WAVE DESMe 1`13 momeesrM- FlIMND%(axvsem QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0991 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" Moms A Shashoua TC LL 200 Sf REF FURNISH THIS DRAWING TO ALL OONTRAOTORS INCLUDING THE INSTALLERS, Tr,aea rtatLe eabum cue In fabdwdnp, hardlrg, Wppp1�rq, bebrse ud hndm Refit W and f-b fthid1,13-fBCSIIBM%euroorrrtaarevlaomedon,byImandWTCA)forwid, P.E.License # 19554 .P TC DL 16.Opsf DATE 03.18-2011 i- dce. Prim is P d-fnd area 1 s 9- Indekn da -41. tnver.a br.alnd per BCSL Ilnhca noted s ,W.e,cp MN dub hne prepuV � -1-1en d-N, d boDomchud d,.r hweprexry emehea.pmewno. BC DL 10.Opsf DRWG ,19MY N! YiYYE C eIW haw bneing I.fatd - BCSl itW 87, W u 870, U appic Itd /lpp// plates bexh few abw.m pm8bn ea dYn,n emw and m0e Jaht awe, odes ndM cewWm Referb*.QW 16M2f>damardpibps.tlaa BCLL 10.Opsf Je T nW BdifM CmPenebe eaoav Im. da Mbe reSP-M f>aM dNafmf mWs&r kv, aw wise birsev� bw bt cuff ee WIh AMVIPI 1. a for huwam� WpNN, In hwm TOT.LD. 56.Opsf O/A LEN. 451100 EAST COAST 'TRUSS ��.fmH.dnwoaoowl.wuBmmaewre a.�o.p>■R.aPOn.b� wwnwr..pe+muy.0wnre.dwmn�taw.lnewaeap wu.aaba wro DUR.FAC. 1.25 JOB #:22111 5'-85 ST. LUCIE BLVD. Fr. PIERCE FL U946 ra.ro+�u.ati�wmdb�vae.euotnowc.rwusutwlaw� 1908 NW 112th Ave - SPACING 24.0" TYPE SPEC oFracE: In^.Hoc-EdaO ern (Tr11a-saxs Ferrnaeuannam.e"vdch�'ece<�er.lnee.wwawe,m..wed�: nwsaa� -Tm; �-wn� i- Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Top chord 2x4 SP #2 Sot chord 2x4 SP #2 :84, B5, S6 2x4 SP SS: Webs 2x4 SP #3 :W3 2x6 SP #2: ..150 mph wind, 21.79 fl mean hgt. ASCE 7-05, CLOSED bldg, not located within 6.50 R from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. • (c) scab brace. 80% length of web member. Same size. species & grade or better. Attach with 10d Box or Gun (0.128"A"Ifriin.)nails 6" OC. (a) Continuous lateral bracing equally spaced on member. Or 1x4 "r brace. 80% length of web member. Same species & SRB grade or better, attached with ad Box or Gun (0.113'x2.5",min.)na0s @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 2x6 "T" brace. 80% length of web member. Same spades & grade or . better, attached with 16d Box or Gun (0.135"x3.5",min.)na1ls @ 6" OC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 68 -2.07 20.35 TC 59 20.35 32.99 BC 97 0.15 15.77 BC 90 15.79 30.83 BC 16 30.83 31.69 SC 1199997 30.83 32.99 SC 94 31.69 39.48 BC 82 39.49 46.33 Bottom chord checked for 10.00 psf non -concurrent live load, Deflection meets U360 live and U240 total 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. THIS DWG. PREPARED BY I tit ALPINt JUtS UtbIUNrK rKUUKAM MUM I KUaa Mr-K,) LATUU I Maximum farces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 7 3(34 725 7- 13 381 301 2- 4 197 727 12-16 540 291 16.19 545 103 20-24 1249 1153 24-34 1249 1153 33-39 1801 1878 30-40 1406 1866 5- 6 549 454 6- 8 541 455 3- 5 584 581 9.15 541 455 17-23 403 130 21-25 400 131 25.27 1179 673 27-31 267 171 26-28 853 479 29-35 912 501 35-37 39 12 36-43 49 45 7- 6 385 0 7- 15 830 1069 16.17 1701 2253 17- 18 1203 1865 18-25 1351 856 24-25 619 490 25.32 167 140 32-35 391 360 35-36 1142 661 32-36 709 745 39-38 836 538 36-40 1609 1124 41-42 1241 1462 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. MWFRS loads based on trusses located at least 21.79 ft. from roof edge F-- 20'4"3 12710 134"3 --I 12 6 (a) to 16, P IF = 16712 1 14'4"12 gM3x4 a)c) �rWVDT X5(R� z�J 4X8 i ' 0' 1113X6 12 L \ 6 3X4 1112X4 --�12 30'4" B4 85 � " B6 - i +N V11"3 6-8"8 -t 464" R=851# U=888# RL=678/-608# W=8" R=1604# U=1205# R=2892# U=2063# W=6" DESC. = B04 SEQ = 157297 PLT. TYP: WAVE DESIGN cw,•Pac2oeaesrnFmmFrm-oxtoxyscm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0983 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" Morris A. Shashoua TC LL 200 Sf REF FURNISH THO DRNMNINO TO ALL CONTWTOR6 INCLUDING THE INSTALLERS, flwoe1 Uedkan of eCS1(na�DhV Conporwd So",,I dm dwl M• TPI wdIWTCA fm."fcry P.E.License # 19554 .p TC DL 16.Opsf DATE o316 zo11 =Pdo w m°�ad.ti p rop. d .wlvw.p WP joftudrlod do I�+�e.Im..,rarPemereebwrfaawnotweb. BC DL 10.Opsf DRWG nAM a o I g lrc sled Pe eCSl .Abe JoW D 310. r appicaE V Appy Phi m each face of Rm t utl Po 191 ZW Dhow erdm Oe Jo4e DeGar. ule®ro1M dhnWea. Refer tBUMV .,pN pa BC LL 10.Opsf Jc ECT mapMopfbe be RW=to Cutwo-nlodo c, a1W rNmrVM1, wfore%daNalan hmn NtdnWrm. am.e�i'"Pae�h�6Cee"W�'h'�b0'�P°tr°'I�� TOT.LD. 56.Opsf O/A LEN. 460400 COAST TRUSS A.WEAST .aorvamf.wa .ovo wlrbtihdnm con llraaEOb ntl ai.Wp DUR.FAC. 1.25 JOB#: 22111 fi'9b Sr. LUCIE OLSO. Fr. PIERCE FL UNG far.y+hcen Nhr.rPanOYor oth tt,uaw txtpv lerllnSVIPII6"e2 _ 1908 NW 112th Ave SPACING 24.0" TYPE SPEC OFFI(E: fT#)100-21E0 F.l@ fT,2)IC6-a13G fm rrhae Womadan"eeeiapb'a pererY reb peeaM deae wab 6hn: nwec -Iblk "=gym : L=wrrA mom c,aI= W.am Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com N JOD: // I 1 l / 13U0 Top chord 2x4 SP #2 :T4 2x4 SP SS: Bol chard 2x4 SP #2 Webs 2x4 SP #3 _ 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED btdg, not located within 6.50It from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iv=1.00 GCpi(+/-)=0,18 Roof overhang supports 2.00 psf soffd load. (a) Continuous lateral bracing equally spaced on member. Or tx4 r brace. 80 % length of web member. Same species 8 SRB grade -. or better, attached with 8d Box or Gun (0.113"4.5",min.)nails ® 6" OC. In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) TC 68. -2.07 20.35 TC 59 20.35 32.99 TC 47 32.99 46.33 BC 75 0.15 39.48 BC 82 39.50 46.33 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.10" due to live load and 0.21" due to total load at X = 42-11-0. Deflection meets L/360 live and L/240 total 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. MWFRS loads based on trusses located at least 21.79 fL from roof edge. I HIS UVVU. t'KtVAKtU t1T 1 Ht ALV[Nt: JUt$ UtblUNCK HKUI KAIV1 rKUM IKu.7 Mt'KJ L TUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 7 114 514 7- 9 511 345 2- 4 18 547 8-12 632 327 12-16 862 832 17-20 1306 1183 20-26 1306 1183 25-32 2168 2428 32-33 1776 2422 5- 6 471 500 6.11 469 501 11-.15 470 390 3. 5 461 569 13- 19 470 390 19.21 647 264 21-24 1278 711 22-28 1278 711 28-31 27 10 29.36 91 79 7- 6 298 0 7- 11 721 929 12- 11 1884 2266 12- 19 1593 1025 18- 19 843 961 18. 21 1019 793 20- 21 587 471 21- 27 156 210 27- 28 337 190 27- 29 1229 1082 28- 29 1339 750 32- 30 831 529 29-33 2019 1385 34-35 1303 1556 Member design & wind reactions based on both MWFRS and C&C 20'4"3 1 12710 13'4"3 12 12 32 Ta 6 G4X6 () 1113X4 � a n'3 a a) 4a) a) ) 3� 03X4-' ) (a) ) (a)a SX5(R) :c (a) -6 tsa i� -*12,4„ a1o3 =3X6 Al za° or3 ❑0 S 1113X61 2t "28 ffcTB 1 112X3 1114X6(R) =4X6 =4X4 =3X8 =3X4 1112X4 14'1"11 3275 w F-� 397"8 6'8"8 --1 464" R=699# U=736# RL=678/-608# W=8" R=1698# U=1266# R=2950# U=2134# W=11"5 DESC. = B05 SEQ = 157212 PLT. TYP: WAVE DESIGN FBC2071aas,Ww=F IV-M(G%YSm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0983 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" Morris A Shashoua TC LL 20.0 Sf REF FURNISH THS DRAWING TO ALL CONTRACTORS INOLUDINO TFE INSTALLERS, Tnvn d edram<anIn raMc•Lry.lanAnp. Wpo,q, IwAMutlbwft Referto>and fa ..ft kE ed1bP of acsi (e YM Cmfp dr af<N lz;a tloR W TPI a W Ffi ) roc wery P.E.Ucense # 19554 P TC DL 6.O pS DATE 03-1 &2011 h'in preaean PM b perfarmbq m<.e raceom. 1mtd e"vwMe,mpon Y b=1 g per Bcal. uma®mmdo ,W-,WP -h d dar law PrapaN seabed&., WW-UM aM bo Gad as�:al BID,.appkabd �y`pW.W-br`- BC DL 10.Opsf DRWG , nmii:, .wmx"wb�U.UWP.Macsi db,m+MPonE anaadmndvemdmte Jabf Dtla$ukvraed ae vrlsv. Refu,odrasinpb.-dfarataMrrdptWepo<Ieva BC LL 10.Opsf ,Ic ECT rIW BuNa9 f%mPu,� Oa,V b,c. alai rb be r"Dar�lbb far sty dedafan hsmtNs draWrp, fWtrs f bWtl En h,ss h cmfarna,ce WTI1taillPl f, a fm hendlfp, diPPbO, l fan ara<o-carm,=ze.. TOT.LD. 56.Opsf O/A LEN. 460400 EAST COAST TRUSS A.wona.4fwatxoorlrt»wrrmpafttm4p,bfaP.tlfraoo.p4tx dpdt,Iwt w wImm*PwaWV%1*krNdWrdawe1V*vAibQVvdmdtft*vWr4 DUR.FAC. 1.25 JOB #:22111 s es sr. auclE ouv. rr. nEacE FL afefs fwwy*cbn Mirt*W"d dd%BAft C. wWANSVIF118so1 1908 NW 112th Ave SPACING SPACING 24.0" TYPE SPEC OFFICE: fT/"•hDD-2faD F.% (772F10-33.^,G Far Wmmeansm Mspb'a peraslrot papa eM e,ese veb dtea: mveea,.a"a. TPI:,a�;wtenws..'e,,1ea„,Y,<I«wt<.a," Pompano PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(22111) / B06 Top chord 2x4 SP #2 :T4 2x4 SP SS: Bot chord 2x4 SP #2 :61 2x4 SP SS: 4 Webs 2x4 SP #3 150 mph wind, 21.79 it mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.60 B from roof edge, CAT 11, EXP C, wind TC .': DL=5.0 psf, wind BC DL=5.0 psf, by=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 " P' brace. 80 h length of web member. Same species 8 SRO grade :,or better, attached with Bd Box or Gun (0.113"x2.5%min.)nails @ 6' OC. In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) .. TC 52 -2.07 20.35 TC 49 20.35 32.99 TC 44 32.99 46.33 BC 75 0.15 39.48 BC 82 39.50 46.33 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.10" due.to live load and 0.21' due to total load at X = 42-11-0. Deflection meets U360 live and U240 total 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. MWFRS loads based on trusses located at least 21.79 ft. from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM IKU55 MFK'S LAYUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 - 71 0 4- 7 153 291 7- 9 375 233 2- 4 87 286 B- 12 432 220 12-16 1150 1320 17-20 1524 1477 20-26 1524 1477 25.32 2364 2691 32-33 1974 2687 5. 6 375 431 6.11 374 431 11-15 341 281 3. 5 405 569 13-19 341 281 19-21 1064 580 21-24 1482 858 22-28 1482 858 28-31 29 11 29-36 93 81 7- 6 269 0 7-11 502 667 12-11 1770 2134 12-19 1641 1052 18- 19 713 675 18- 21 784 621 20- 21 534 435 21- 27 188 197 27128 393 263 27-29 1277 1118 28.29 1556 906 32-30 827 526 29-33 2257 1555 34-35 1419 1711 Member design & wind reactions based on both MWFRS and C&C ice-- 20'4"3 I 12710 + 13'4"3 55 H051 0 1112X4 =5X8 Dime 20 F41VT i 12 32 6 F7-'3 2 1113X4 o4X6V:a) a m )03a) {a) X5(R)_�7 IT-*12,4„ Q1113X6 a) Al LJ raa•1Io�=3X6 1 1 �10' © 1 13 19 2 � 8 1112X3 1114X6(R) =4X6 =4X4 =3X6 =4X4 1112X4 F� 12'1"11 34'2'S in 81 3978 - - 6'8"8 464" R=651# U=709# RL=678/-608# W=8" R=1853# U=1382# R=2843# U=2040# W=11"5 DESC. = B06 SEQ = 157213 . PLT. TYP: WAVE DESIMCFff-FaC2DoraEVTPI�Frmr.ml(axyBID) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0983 -WARNING I" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "MPpOR�TraANI"F Moms A. Shashoua TC LL 20.0 Sf p REF RNISSHTWISDR�ro0T0�LCONTRACTOm� LUDINGTHEINSTALLERS, T f b fit hinted" "f BCSI (Rdiff p C bard/ Indw aftr try'TPi eM WTCA) fn rarety P.E.License # 19554 TC DL � 16.0 Sf DATE 03-18-2011 I_IIM prhrbP ..fit 0-fucd"ra Irthk. Nut praNda ter,paary b- WEGS1. Uka. raid O.M. kp chord dW im" popery a hd afi UW d.&dM ard I.QancI. BC DL Y 10.Opsf DRWG i :,iy raiyy iemz�i:v wilE'"w er: Wd°EcsI nma("n B7w BID,; a � Wam°�r. ,Ic WeI erdpM IMA-Z In,s ow and an Ad Deblb utv W"d dhttrica RNarberlIngC BOLL 10.Opsf EET paftN Im.hkp"Yle rrW kmto b id t ar Ono Irc. ma rcUe SVTPI I. wfwary b di ftornpbV Ois Mnn sar�ro� two�an°°°�"`ndn a"°" navlPl''° 'I�e'`"°°"°'m TOT.LD. 56.Opsf O/A LEN. 460400 Awdmth QesgwcmrpapakfttAdTtA gdkdra apaePt+naatlptoMlaY DUR. FAC. 1.25 JOB #: 22111 EAST COAST TRUSS .daww..ca.evv.ahNaha.�roa.n..+rcnvge..d►.m.ro 52.85 ST. LUUE DLVD. FT. PIERCE IL 34940 a a4y ewtus Nh UyordOpy tlh e m p owp v tv /a6y1Pt 1 &01 1908 NW 112th Ave SPACING 24.0" TYPE SPEC OMCE: (-'7ZN°°-2180 F.In (T qwo-83Ea Forrrorelydoma0onenNapM perasalrobpapeardOe"evcCdke: acorrcTR:ww..mica_a,"•wru....,���i ICc.r rw.ka."r Pompano Beach, FL PDF created with pdfFactory Pro trial version www.r)dffactorv.com THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 :T4 2x4 SP SS: Bol chord 2x4 SP #2 Webs 20 SP 93 :W14 2x4 SP #2: -150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP C, wind TC ",DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (b) Continuous lateral bracing equally spaced on member. Or 1x4 T brace. 80 % length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113"x2.5",min.)nags'@ 6" OC. (a) Continuous lateral bracing equally spaced on member. Or 24 7' brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pudins: _ CHORD SPACING(IN OC) START(FT) END(FT) TC 58 -2.07 20.35 TC 49 20.35 32.99 TC 42 32.99 46.33 BC 75 0.15 39.48 BC 82 39.50 46.33 Bottom chord checked for 10.00 psf non -concurrent live load. Calcalated vertical deflection is 0.19" due to live load and 0.38" due to total load at X = 4-11-10. Deflection meets U360 live and 1-1240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be teken.during handling, shipping and installation of trusses. See "WARNING" note below. MWFRS loads based on trusses located at least 21.79 ft. from roof edge. Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 6 215 376 6- 9 399 544 2- 4 142 393 7-10 444 531 10- 12 481 335 12-17 1291 1454 18-20 1644 1702 20-26 1644 1702 25-32 2466 2880 32-33 2077 2877 5.11 293 349 11-15 900 493 3- 5 290 429 13-16 900 493 16.21 1307 712 21- 24 1625 931 22- 28 1625 931 28- 31 31 12 29- 36 1134 90 6-11 490 419 10- 11 435 287 11- 12 1828 2290 12-16 817 439 16. 19 492 440 19- 21 750 586 20.21 594 470 21- 27 232 209 27-28 417 336 27-29 1318 1139 28.29 1706 984 32-30 827 525 29-33 2417 1637 34-35 1479 1822 Member design & wind reactions based on both MWFRS and C&C F-- 20'4"3 127"10 13'4"3 P 1-9 3978 6'8"8 -�i 1 464" R=526# U=545# RL=678/-608# W=8" R=2856# U=2142# W=11"5 IG8[9I-ilVAISEZ.K DESC. = B07 SEQ = 157214 PLT.TYP: WAVE DESIGN crar-FBcmamesma-2amFTIFU-M(D%yx0) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0983 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" Morris A. Shashoua TC LL 20.0 sf P REF FLRMSH THS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Tuse : m ern =raw In rablofine. handing. ~na. Inearm and br he Per« w and fabwtle hxut ed%on tfBCSI(BuNbg C--ta,tety lnlemo/ert by TR and WMA) fa orrery P.E.License # 19554 TC DL 16.Opsf DATE o3-to-2o11 yu Bost. aamtet al« b Pert«ndp lets ache ln.W- de. R,dde tnWmM bm oBost. U*.Mro do/aW.e, Fad Mal haw propel/ hed tUL.Wnl d-Ung and bol"m eh«d .pr,Pay rydwhv. focriw. tbm ra p•a•a•K nand restr,In of veb. BC DL 10.Opsf DRWG nti'i9 11,�y,, ��It«la:atBr«eio,m,pat,Ne �Ppyvtetmeamface of bum nN pvaRbn a dnvn B=1 and en /e 87 Damp, ales rotM tAppOy p BC LL 10.Opsf Jc ECT mykwato iditft .,-fIrc.w. thmre,per1.nrahryding,snrmmad.emwnl, 8 Chv sort tr�ianae.�. bumFwMarmrce WAANSUffl i, ala lurrOrp, Wppbg, Irebh/m TOT.LD. 56.OpSf O/ALEN. 460400 EAST COAST TRESS A.dmth.k.««om.p..wn�ma.w�.a�or..00.prm.apoh,wlr wQkmdMt.awe W.ewfate ddr.roftowab.ldl..mmbwa DUR.FAC. 1.25 JOB#:22111 S:In 8r. WUE OLl'D. FT. PIEB[E FL 319I6 r«. y.nm.. re. n.oa.m q trm rsuw l rr. my l.rusurw + s.oa 1906NW 112thAVe SPACING 24.0" ITYPE SPEC oFb2cY: Ir+.HGs-zde/ pli: (T!G}I0_6:IY. Forrmmtnfmm.m.mld.pb',pemnlrcbcapeatdle.ewebalea: mveux> aPc wrrww.,..xmewweercrcanw.k_.are.«e Pompano Beach, FL PDF created with pdfFactory Pro trial version www.i)dffactory.com �l MFR'S LAYOUT ' Top chord 2x4 SP #2 :T4 Zx4 SP SS: Bol chord 2x4 SP #2 Webs 2x4 SP #3 :W1 24 SP #2::W15 2x4 SP #2: 150 mph wind, 21.79It mean hgt, ASCE 7-05, CLOSED bidg, not located within 6.50 It from roof edge, CAT 11. EXP C, wind TC ;DL=5.0 psf, wind BC DL=5,0 psf. W--1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (b) Continuous lateral bracing equally spaced on member. Or 1x4 "T" brace. 80% length of web member. Same species & SRB grade -, or better, attached with 8d Box or Gun (0.113")2.5",min.)nails @ 6" OC. (a) Continuous lateral bracing equally spaced on member. Or 24 -r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(INOC) START(FT) END(FT) TC 40 -2.07 32.99 TC 42 32.99 46.33 BC 56 0.15 39.48 BC 82 39.49 46.33 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.10" due to live load and 0.21" due to total load at X = 42-10-15. Deflection meets U360live and U240 total 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. MWFRS loads based on trusses located at least 21.79 ft. from roof edge. I BY I Ht ALNINt JUB Marimum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 6 474 1394 6• 8 560 1255 2- 4 343 1276 10-16 2123 2850 16- 17 2234 2710 21- 27 2233 2457 2r, 33 2565 2943 33- 34 2174 2937 7-12 2248 1605 12- 14 2538 1763 33 5 1221 394 20-22 2341 1487 22-25 2144 1316 23.29 2144 1316 30.37 55 47 6- 7 441 324 7- 8 3136 3510 12- 16 335 79 16-20 450 325 19-20 561 286 21- 22 585 465 22- 28 593 471 28- 29 371 197 23-30 644 705 33-31 630 530 30-34 2599 1780 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. 20'4"3 P FaN 397"8 Endpts Tens Camp 8- 9 2102 2896 18-21 2233 2457 5- 7 1126 367 15-20 2538 1763 29- 32 52 22 8- 12 491 256 19-22 310 290 12710 13'4"3 �I 42' 10"5 29. 30 2149 1328 35-36 1784 2218 6'8"8 -� 1 . 464" R=110# Rw=184# RL=678/-608# W=8" R=2361# U=1748# R=2876# U=2371# W=11"5 DESC. = B08 SEQ = 157215 PLT. TYP: WAVE MIGNcnmFanovra Sark mFrmr.va(Dxyscm QTY= 1 TOTAL= 1 REV. 10.62.05.1129.12 SCALE=0.0983 -WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 Morris A Shashoua TC LL ZOO Sf p REF CLUDINGTHEINSTALLERS, 1nc.aa"raIMPOmT�. URNIGH rTHISSD�NGTOALL CONTRACTORS N a w ro mew earo"D Or aesl tarn& c-'V� safety rrd_n� by 1PI. W curacy W ores P.E.License#19554 . TC DL 16.Opsf DATE 03-18-2011 p..an«. pr�"r ro partamr,o ma.a rurcnoR Iisbbn d,el waVua b"parary aa<Iro w ecel. "w nauaa "vN �niWa�w'rnIn"am.r«a�`o�D'.rrN r BC DL 10.Opsf DRWG I :hi1Y vv Div i00 r haw=Ire Inds w SCSI a 5= 83.07 w DID, a a epplc bi% ApW pbea b each faw "I "rb aMp" Ias dcanabmea$m ne JdN oaalD ekssmal cMnWw ea�roamdroa,mczr>m"aa,a BC LL 10.Opsf .ic EET pbbv riW IDMDVr r+a4lro. dui fopena, rocany aMo meafawro, O/A LEN. 460400 th ddhorn >ny aaaa m DJu ma Dws r, "a,aa,aw=a am,usvm,, «ro<ha„m,c. dappw, u.emna0 br-Im aD�asea. TOT.LD. 56.OpS AMY oIIN� tr�Wip a cow ppa rMhp tta dnrtp, huuw.pp.pYrc� orlxbtwlarl DUR.FAC. 1.25 JOB #:22111 ~AST COAST TRUSS rT. FL roc w aow ua I. h raaponmOy aN. tnesw 0adanar prlfSViPI t 6aos NW SPACING 24.0" TYPE SPEC WW oFFlcs: hy0}tOc .,e0 ew ('r+OVrw-wu E: 772U -21 OFFICE: ' (M F.-Wm.enmaaeEbpb'aprmdroaspepeaMReevmDdks: rrWB= ➢.9 TM: rq VVICk�I=X=MMIL"ry Beach, Pompano Beach, FL Pompano PDF created with pdfFactory Pro trial version www.pdffactory.com - Top chord 2x4 SP #2 :T2, T4 2x4 SP SS: Sot chord 2x4 SP SS :B4 2x4 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2::W15 2x8 SP SS: 150 mph wind, 21.79 ft mean hgi, ASCE 7-05, CLOSED bldg, not located within 6.50 It from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. l y-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (b) Continuous lateral bracing equally spaced on member. Or 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. (a) Continuous lateral bracing equally spaced on member. Or 2x6'T" brace. 80 % length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACINGQN OC) START(FT) END(FT) TC 28 -2.07 21.00 TC 40 21.00 32.33 TC 42 32.33 46.00 BC 52 0.15 39.48 BC 78 39.49 46.00 ' Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.17" due to live load and 0.35" due to total load at X = 16.0-2. Deflection meets U360 live and U240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Special rare must be taken during handling, shipping and installation of trusses. See "WARNING" note below. MWFRS loads based on trusses located at least 21.79 f . from roof edge. DESC. = B09 PLT. TYP: WAVE 1:hyn,�ECT N,�:.7 1:_-LS'!' COAST 'TRUSS 5285 Sr. LUM UL\'U. Fr. P1EIICE EL 0481G OFFICE: (772)rGG-2180 F.U. jrr:Ha-a3sa R=299# RL=698/-622# W=8" R=2533# U=2245# W=11"5 DESIGN cRn-FBG2m7RESnF142ov1 FVRM1 O%(O%y W) a SCSI eecGer,f 53, B7 or 810. as apprcaEle. Appy phfm In each few Mahrtlard plate pWlaa' oleo r,otM WvWae. Gaup Im. NW rxl be-pmeamle for ary daMAon from 8da duWnp, In eonfo rrome W1h ANSIRPI 1. of for handling, Wppbg, indalatlon orpear"Wtgt k ft ft SWitd. teoapb-Of V0..k W nhylarlwladw&Aftn7wralAa6ANWMI wadnWtg a.mOy de. eWlrg t1War par Atavrq t saa2 For- Wa nwec¢ www.nW,ce.carc rot- QTY= 1 TOTAL= 1 NINOI NO THEINOTALLERB, PDF created with pdfFactory Pro trial version www.pdffactory.com THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 6 124 1269 6- 8 159 1249 8- 9 2597 3802 2- 4 75 1150 10-16 2616 3691 16.17 2410 3028 18-24 2319 2575 24-27 2319 2575 26-33 2572 2976 33-34 2196 2966 5- 7 1028 462 7- 12 3270 2326 12- 14 3134 2193 3- 5 1124 436 15-20 3134 2193 20-21 2601 1653 23-25 2601 1653 25-29 2260 1388 29.32 60 24 3D•37 148 136 6- 7 409 246 7- 8 3587 3549 8.12 270 141 12- 16 400 87 16- 20 775 766 19-20 906 475 19-25 311 325 24-25 474 381 25.28 666 523 28-29 356 149 20- 30 2247 1393 28-30 473 5B6 33-31 801 515 30. 34 2559 1768 35.36 1862 2325 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. 397"8 46' P.E.Ucense # 19554 1908 NW 112th Ave Pompano Beach, FL 6'4"8 -+1 R=2478# U=1823# W=8" REV. 10.02.05.1129.12 TC LL 20.Opsf TC DL 16.Opsf BC DL 10.Opsf BC LL 10.0psf TOT.LD. 56.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 157216 SCALE=0.0989 REF DATE 03-18-2011 JC O/A LEN. 46 JOB #: 22111 TYPE SPE Jl)I7:(LCI-11) 1151U Top chord 2x4 SP SS :72, T4 2A SP #2: Sot chord 2x4 SP SS :B3 2x4 SP #2: Webs2A SP#3 .,,150 mph wind, 21.79 ft mean hilt, ASIDE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP C, wind TC ' .DL=5.0 psf, wind BC DL=5.0 psf. by-1.00 GCpi(+/.)=0.18 - Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 "T brace. 80% length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. 'In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN CC) START(FT) END(FT) _ TC 40 - 19.00 34.33 TC 39 ' 34.33 46.00 BC 45 0.15 46.00 'Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.23" due to live load and 0.44" due to total load at X = 19-0-0. Deflection meets U360 live and L/240 total 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. MWFRS loads based on trusses located at least 10.9D ft. from roof edge. I HIS UW(3. YKtt'AKtU t1Y 11-1t ALYOVt JUd Ut:b RJ VCK VKUUKAM MUM IKUAU Mr-110 LATUU 1 Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 6 3306 4838 6- 7 3168 4527 2- 4 3181 4912 9-11 3189 4461 11- 17 2737 3483 16.19 2633 3058 19.25 2633 3058 24-28 2257 2750 28-30 1729 2310 5-10 4235 3100 10-13 3652 2625 3- 5 4177 3194 14-18 3652 2625 18-20 3026 2027 20-23 2375 1532 21-27 2375 1532 27-29 2029 1411 29.33 16 20 6.10 526 398 10-11 734 300 11- 18 959 900 15-18 989 543 15.20 300 291 19- 20 726 586 20- 26 1090 810 26 27 284 177 27- 28 529 287 28-29 953 1048 29-30 2360 1623 31-32 1928 2466 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. 12 11 T2 6 � ,3X4 Ln �n�H03 01 o2k (a) a) ) 28 -3X4 3[D 1 ",5X5 rc Sn ICJ =4X8 B3) IJ 10 13 18 20 [�2 27 a3 (a) 29 �1 1 0I vl 10' 1 =3X4 -H0310 =3X4 =3X8 =4X6 46' =3X4 =4X6 1113X6 P_ F•N 46' R=27469 U=2181# RL=636/-560# W=8" R=2564# U=1907# DESC. = B10 SEQ = 157217 PLT.TYP: WAVE De8lcNcamca=X7REWnl-2o:FxaM%(0xy5ml QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0989 ' "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT" Morris A. Shashoua TC LL 200 Sf REF FURNISH Tf98 DRAWINO TO ALL CONTRAATORS INCLUDING TFG INSTALLERS, T madr.—w.hr.sne ere.Wd- ddph, bra nd br.eb, aof>m.rd fobwge bf .0.. d SCSI mwfvCamervri wey hw—tl,% W Mn vd WiCA) for wdy P.E.License # 19554 TC DL .P pS DATE 03-18-2011 m o.. d, prSw w p.,mm;,,,� rt.,"aa Imbim W , prow, em"w Wachv " SCSL W=MdW liw. dnradWh., KWr j. hdMCUWd ra-1b a h d dW Aaw a papery � rlgd eeiing. Lao.oan don fr pema—t bWW re&ah of veW BCDL 10.Opsf DRWG r yiloECT rr:JN:Y dWlowhadrglmtalM Der SCSI aeetlna B3.67 malK U11-nWce DN Dbfabeach f><a ofb Wpo 163 dwn.b.,e Wan OaJahtow¢., uiou nofed.gien:rra aderbdkhVC 1mA-Zfm BC ILL 10:Opsf .Ic mwImDbbpodbm fiWk-I. opnwnerm(iaW Irc,dW nd b.rVrPI1,bfaresarV,WpbV,IJ.dW- "e ohild "�' h "y""'Ko we vml''"rp drag'`"°°"g' h` �eoa TOT. LD. 56.0psf O/A LEN. 46 EAST COAST TRUSS A..dmat.a..rawgan pp"ftd.A'a,ruaru.oil.prc.ap•A.Yani wtnnft p—UIv.awbrm.ewgn.lw..n+..eaa.rd..m.+.�wna DUR.FAC. 1.25 JOB#:22111 s_ea sr. x.I1CIC ouv. FT. PIERCE eL aorw+rm,.war uputliap a�ragaD..I. WPjavml+aw� 1908NW 112thAve SPACING 24.0" -TYPE SPEC 63= eFFICE: (TieflGf.-:1.D P.li: r..Hra-W`.S For„oo tl1e1fBMW.9—d,,,k,�eaitleine1AObtlI D,,.rpr,��,,rtU,,,,,,-„�„�_,.,,",,,rlx„„,,.�"�,�"„ Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Job: 22111 / B11 °'Top chord 2x4 SP #2 :T1 2x4 SP SS: Bat chord 2x4 SP SS Webs 2x4 SP #3 150 mph wind, 21.79 ft mean h9t, ASCE 7-05. CLOSED bldg, not located wlhirf6.50 R from roof edge, CAT II, EXP C, wind TC =DL=5.0 psf, wind BC DL=5,0 psf. hr-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4'T" brace. 80% length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113":2.5",min.)nals @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or ZIA -r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135")0.5",min.)nails @ 6" OC. (c) Continuous lateral bracing equally spaced on member. Or 2x5 "r brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135'x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) TC 30 -2.07 17.00 TC 33 17.00 36.33 TC 42 36.33 46.00 BC 44 0.16 46.00 Bottom chord checked for 10.00 psf non -concurrent five load. 'Calculated vertical deflection is 0.25" due to live load and 0.46" due to total load at X = 17-1-12. '.Deflection meets U360 live and L/240 total 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. MWFRS loads based on trusses located at least 10.90 fL'from roof edge. 0 ED I . THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4. 6 3365 4871 6. 8 3255 4602 2- 4 3265 4937 9.11 3269 4515 11-15 2875 3704 17-19 2739 3252 19-21 2773 3366 22-24 2773 3366 24-30 2058 2373 29-32 2187 2716 32-33 162 95 5-10 4267 3163 10.13 3785 2769 3- 5 4216 3235 14- 18 3785 2769 18- 20 3443 239D 20- 26 3152 2181 27- 28 3152 2181 28- 36 1778 1320 6.10 451 331 1D-11 609 249 11-18 779 787 16.18 1188 590 18-19 360 321 19.20 351 221 2D•24 616 249 24-28 1056 1308 31-28 776 471 28.32 912 357 32-36 2127 2842 34-35 291 161 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Fes- 17' 19'4" 9.8" �I 4b' F-� I 46' - R=2746# U=2193# RL=574/-498# W=8" R=2564# •U=1926# DESC. = B11 SEQ = 157218 PLT.TYP.-WAVE DESIGN owroFsC2amnEsr,w.=2Frmr.ox(DxyBID) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0989 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" FURNISH TITS DRA MNO TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Morris A. Shashoua P.E.License # 19664 TC LL 20.0 Sf P REF TI-I reyrea eatr nnn rare In famkedM, larmfp, diWM, Ir ZhV "d bmhg. ReW m and fwwftlaw=%MIfBCSI(&dmocd,venr fryl"rer�aenpTPI-1Wrrgmr®rerr TCDL 16.Opsf DATE 03162011 pacticea cab m perfamAp dnaa I-1- In.4- Nat po ide krrp nny Ixaclna Fef BCGI. Lbdeaa rotes od,erWaa, mR ehDd Nat hm pmprN allched afnzvd rcMN oral bob -thud DRWG wFna�a a Frapeya hedfIgIdceBnp. lnram. Novn ror perrtaru dhkrd reatraiR orvebc NIn-.dp BC DL 10.Opsf n..aa fECT .f� e ro WB�I. B��e BID, . A me fa� Refr W .Wngs I:as NwnaEaw cat eP.6 rFDmR, vitae rotd eticlWce, RerW ra I✓� ova BC LL 10.0psf Jc B k&V Ca,fi n-AZ rOW I NW edmre id ft1 Jnn u Iro.anal na,Ib SVM1.. W any %Va I pinq. aba on arty fdlae m Wa eb tru0 ti caNarrmrce WdrAFSVIFI I, or far har,dirp, atipp4p, Irafaladan Rb dmerlf:aaea. TOT.LD. 56.Opsf O/A LEN. 46 EAST' COAST TRESS AwMalNarelMi r Darr qw IretpOdlrtavYp, tld9ClYllwapYrioa alxoUvanl .a�.reof.w•�v"wbrhdwae.r«.n...eaywDuaul.a.wo farrlrlmvauaMhfaaporY dMaW/r�FDWprrFr/JSYi%teal DUR.FAC. 1.25 JOB #: 22111 fi=a5 St. LULIE SLID. }T. PIFSICE FL 34PJG OFFICE: (772),GG-2110 P.lG (TLIW-G09G F°r ' pevalnr�awde devevabdrea: fnvaccz...wn.f,ee= TF,:ranemimt�:wrrw-•:,�ib�--=a.-1a:,„.,,x="ree.e 1908NW Beach, FL Pampanoeeach,FL SPACING 24.0" TYPE SPEC PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: LL111 / b1L t Top chard 2x4 SP SS . Bot chord 2x4 SP #2:B1 2x4 SP SS: Webs 2x4 SP #3 :Wl l 2x4 SP #2: 150 mph wind, 21.79 ft mean h9t, ASCE 7-05• CLOSED bldg, not located within 6.50 fl from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpI(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 "f' brace. 80 % length of web member. Same species 8 SAS grade or better, attached with Bd Box or Gun (0.113"4.5",min)nails @ 6" OC. (b) Continuous lateral bracing equally spaced on member. Or 2x4'r brace. 80 h length of web member. Same species & grade or better, attached with 16d Box orGun (0.135"4.5",min.)nails C 6" OC. 'In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 32 .2.07 15.00 TC 35 15.00 38.33 TC 41 38.33 46.00 BC 45 0.15 46.00 Bottom chard checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.27" due to live load and 0.51" due to total load at X = 22-9-5. Deflection meets U360 live and U240 total load. WARNING: Fumish 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. MWFRS loads based on trusses located at least 10.90 f4 from roof edge. 15' Maximum forces Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 0- 1 71 0 4- 7 3367 4860 7- 8 2967 3998 9.12 2998 3963 13. 1B 3187 3956 16-21 3186 3956 23-30 2871 3517 29-33 1990 2622 5- 6 4242 3149 14-17 3469 2466 3- 5 4235 3228 16. 19 3469 2466 24-27 2250 1565 25-28 2250 1565 28-35 33 38 - " 7- 14 771 863 11- 14 714 289 11- 19 677 512 19-23 567 392 23.24 954 949 24-31 1781 1249 28.33 2462 1696 32-34 1974 2434 Member design 8 wind reactions based on both MWFRS and CS.0 Right end vertical not exposed to wind pressure. 23'4" 7'8" Endpls Tens Comp 2- 4 3255 4882 20-23 3186 3956 6.14 4237 3151 19-24 3553 2490 7- 6 281 0 18- 19 707 555 31-28 824 736 -410, 46' �, B1 f•� I 46' R=2746# U=2205# RL=5121-436# W=8" R=2564#-U=1944# DESC. = B12 SEQ = 157219 PLT.TYP:WAVE DESIGN Cxmr:scx00MESn1raufaFnrsr"ox(oxvSIG) QTY=1 TOTAL=1 REV. 10.02.05.1129.12 SCALE=0.0989 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" Moms A Shashoua TC LL 20.Opsf REF FURNISH THIS DRWNO TITOOoALL L CONTRACTORR�WS INCLUDING THE INSTALLERS. fA-ftl"teet edNm er ecsl reWUlro C� wfay lma, ,,Wivl dmwm�y f«®ram P.E.License # 19554 TC DL 16.Opsf DATE 03-18-2011 nnv-v pae0eee Wbr m Perfe:,d"➢ Ana hhma Irk Nat d I- Ienponry W and pnr m,h wln.b:Oa r°r..r""0�d°iv�m 10.Opsf n.:n,y,ECT „>• w1�1."emsl�eloa�ease.newaAer"a,u.mwvle.deMWie�m«nnw BC DL DRWG Amo aM paWm+s Ne"n "bew a,d m tb Ja4f Dohm, vkv tnW dJwWsa Refs b draWnga 16d1-Zfm staMard p6h pxRbn. BCLL 10.Opsf Jc nW aua9nH Cmpueib (]vlq Irc. Nat rm lareapa�le fx "rt/ dedelm hen dds dravlrg, abnWroof ��CO1�"'�waAravrwf'arf4wmns'wa'uee" TOT.LD. 56.Opsf O/A LEN. 46 E.AST COAST TRUSS ' A*Wfx,tlidt A Wa G,rPIiNM*Mftbd-h- mProMlof�l w..drof•caw.�v.=Wlar�raWp.1om11rdaetlyntlwmN.dminp a. v re ca. h M rfyo ■ eoy mw la taro t1Wpv�.r A114VIP1 t aw a DUR. FAC. 1.25 JOB#:22111 M Bt. Lor.18 RL,'D, FT. PIERCE PL a;B;e 0 EP,es: rnONac-2JSo F.M.rrzHee-ess0'�� FarnvfeiNan:uema"eM�tu4•" 1908 NW 112th Ave Pompano Beach. FL SPACING 24.0" 7ypE SPEC PDF created with pdfFactory Pro trial version www.pdffactory.com Job: 22111 / B13 -Top chord 2x4 SP #2 :T1 2x4 SP SS: Bat chord 2x4 SP SS Webs 2x4 SP #3 150 mph wind, 21.79 It mean hilt. ASCE 7-05, CLOSED bldg, not located within 6.50 It from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5,0 psf. N%-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4 "T" brace. 80 % length of web member. Same species & SRB grade • or better, attached with Bd Box or Gun (0.113"x2.S,min.)na1ls @ B" OC. .'(b) Continuous lateral bracing equally spaced on member. Or 24 "T" brace. 80% length of web member. Same species 8 grade or better, attached with 16d Box or Gun (0.135"x3.5",m1n.)nails Qa 6" OC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 30 -2.07 13.00 TC 27 13.00 40.33 TC 43 40.33 46.00 BC 44 0.15 46.00 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.33" due to live load and 0.61" due to total load at X = 22-15. Deflection meets U360 live and U240 total load. WARNING: Fumish 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. MWFRS loads based on trusses located at least 10.90 IL from roof edge. 13' THIS DWG. PREPARED BY THE ALPINE JUB UESILirvEN FKUUKAM t-KUM I KUaa Mr -Ka LATUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 7 3426 4877 7- 8 3114 4197 2- 4 3341 4909 10. 11.- 3135 4138 12- 18 2993 3698 18- 20 3479 4495 20- 2$ 3086 3941 21-28 3086 3941 28-30 1788 2052 32-33 1805 2356 6• 6 4262 3213 6.14 4258 3215 14- 17 4425 3179 3- 5 4244 3267 16- 19 4425 3179 19-25 4385 3155 24-27 4385 3155 27-29 3603 2594 29-36 12 18 7- 6 216 0 7- 14 649 674 13- 14 1361 750 14-18 794 1013 18- 19 230 62 19- 20 192 73 2D- 27 699 777 27- 28 1061 510 28-29 1583 2161 31-29 537 137 29-33 2404 1705 34-35 1979 2482 Member design 8 wind reactions based on both MWFRS and CBC. Right end vertical not exposed to wind pressure. 5'8" ---t 12 6�H (a)3 b) (a) m\5X5 � X6�I �10' Ez3A429 ® 1 1112X3 =3X6 =H0310 =3X4 =H0310 =4X10 1113X6 46' P FrN 46' - R=2746# U=2217# RL=497/-374# W=8" s R=2564# U=1962# DESC. = B13 SEQ = 157220 PLT. TYP: WAVE DESIGN um-F8C200?RES PI-mvJcnar-ouroxvscat QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0989 -WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ Morris A Shashoua TC LL 20.0 Sf p REF "IMPORTANT" FURN SH TH8 DRAIMNO TO ALL OOMRAOTORS INOLUDINO TFE INSTALLERO, T. w�•-m••�w•m!=w"dM,!,.,m"a.wcWo.l.mee% M.wlumw� lcawarI.muemnmrorSCSI (Bdkftcerw-xL%I-ro•mm�, yml,,,awrWrncar P.E.License # 19554 TCDL 16.Opsf DATE 03tozott :Jr i�j,ECT wwo- plm m pwi nay e-ea ho-am I�n"PrWde teapmm7 maem0 per SCSI. Ihiba• rand dh"w, mp aMrd"Irw prupmV fG-d ea-4 W- NM -I bosom cM ahaihme•pwerN•a•aMd rlolao nr,p. ro<nbi.d-f.pemw, tWmIra JFto(vem 810. ApPNp6lesm lua BC DL 10.0psf DRWG I ,IJw9 Ln Nubb. raeh afI cadbrdng Wfil = riper SCSI e 1 o! poepbn eetlrnn show end Jah1 acme, uLse Mr1 as-rWae. 10.Opsf Jc fa dra to m arRN Su3 VC-p4-Zrm ampImd padbew my rxnmry cmrpm,em a-ry lro..Iw ml be reswriaLla tar eiy dedaam lrarnda• dr•Wr.. BC LL O/A LEN. as •rl% ar IN mlarmm Wa !: m cerdarrr•ice Wa, MVM 1. m rm hmmrra. Wppb., mrl.e am, a.airo y. TOT.LD. 56.0psf EAST COAST TRESS Awelmtl•d.dgapaverpA•kUm Fhd.F117, kd." 11 It- arprale•�'m.l TI.Bamuerwdm f1.drwre DUR.FAC. 1.25 JOB #: 22111 �5285 far u01 rtrl1atrt•Y�,.I.va.ILa0laa. mo+aooedF. vlwts.a�. 1908 NW 112th Ave SPACING 24.0" 7ypE SP ST. LUCIE BLVD. FT. PIERCE FL 34940 OFFICE:(772SW1:190 F.12: nal'IC5-5a80 > ( Wrmm WemrMon aeea�epe per-rtl rM"pge•M arse vCCeiY•: jW.g. mveuc.,w"Ir..eae< rp1;w-..�+ wla�w.,,,,.. IICG,...«laa..reme PampanoBeach,FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZZlIl / I:514 Top chord 2x4 SP #2 :T1 2x4 SP SS: Bot chord 2x4 SP SS Webs 2x4 SP #3 150 mph wind, 21.79 it mean hgt, ASCE 7-05. CLOSED bidg, not located within 6.50 ft from roof edge, CAT II, IXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. tw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. . (a) Continuous lateral bracing equally spaced on member. Or tx4 "T" brace. 80 % length of web member. Same species & SRB grade or better, attached with 8d Box or Gun (0.113"x2.5",min.)nals @ 6. OC. (b) Continuous lateral bracing equally spaced on member. Or 2x6 -r brace. 80 % length of web member. Same species & grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigidceling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 33 -2.07 11.00 TC 26 11.00 42.33 TC 49 42.33 46.00 BC 41 0.15 46.OD Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.39" due to live load and 0.74" due to total load at X = 18-10.0. ' Deflection meets U360 live and U240 total load. WARNING: Furnish a copy of this DWG to the installation contractor. Special rare must be taken during handling, shipping and installation of trusses. See "WARNING" note below. MWFRS loads based on trusses located at least 10.90 fL from roof edge. T ao 0 TRUSS MFR'5 LAYOUT Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Camp Endpts; Tens Comp D- 1 71 0 4- 6 3549 4823 6• 9 3231 4427 2- 4 3424 4958 8.14 3072 3928 14- 16 3877 5121 16-19 3869 5166 2D. 21 3869 5166 21-26 3064 4006 26-30 1429 1665 28-31 1448 1891 5-10 4233 3350 10. 13 4989 3614 3. 5 4115 3445 12-15 4989 3614 15-17 5298 3832 17-23 4855 3504 22-25 4855 3504 25-27 3656 2654 27-34 3 6 6.10 593 391 7- 10 1515 842 10-14 1103 1424 14-15 512 210 15-16 353 274 16-17 383 271 17-21 637 289 21-25 1024 1310 25-26 1360 725 26.27 1945 2672 29.27 439 101 27-31 2301 1669 32-33 1957 2524 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. 11' 31'4" I 3-8- 46' HN I 46' R=2746# U=2228# RL=513/-312# W=8" T R=2564# U=195D# DESC. = B14 SEQ = 157221 PLT. TYP: WAVE DESIGN CRn=FB=aMEsn1+2 aFTfFah Y(O%ySM QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0989 -WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" Morris A. Shashoua TC LL 20.0 sf REF . ;. FURNISH THIS DRAINING TO ALL OONI,MAOTORS INCLUDING THE INSTALLERS, r maim e>se,m out m rabdeepre. rwana. efyIr byTp,wPpnp. b,arawu am rabwB,coma.enw,.rBes,(e�mm➢ ns,r.mWMA)fW"lety P.E.License # 19554 P TC DL 16.0 sf P DATE 03-18-2011 I :hl pm flw prior toperfaminp Brae f odors I,rmbm aha pmNda �ry b whg Pit BWl. Unl- romd-OwWse, by chord"hate prepay aft l d mecbeel O.WW V and bete m chord antrnaw.pmpayt�al,addBmadr,a. ryemewnnr«pememrim«m,=belnerv�a dui bmcinO B7, '�aa BC DL 10.Opsf DRWG HJJl: v i �y.�ECT haw lns>akd Par SCSI a W one b « B1o, ur a Wzd Apply P b each face Wf aMpaabimDkZfor thawaManme oa oebdm,utsaraxmaBrmWa4 Rer« b draWnpa phm pot BC LL 10.Opsf Jc rpomis Group Ine be nw Saito iM ftb NsnY WBc, char ,bamaPomOb r« dmWon . NhamBdaamenp, 6OmUdry Dorf h,�estln�. h,m b caMarnvn<e WB,AtiSVfPI ,. «b ht�B� WppbB. l„ambtlm TOT.LD. 56.Opsf O/A LEN. 46 EAST COAST TRESS �ol;ofI a�iraaom�rta�ercNaa.wa tbawaa avat..bnr %Vr ftf Sao'mWVv *tr+■dvlIf;rl*� MwAMvwdm.Ift.dorAM DUR FAC. 1.25 JOB #: 22111 e_Bb Si. LUUE DUD. PIERCE FL 0ied0 tar ay rrvptn MM mapa�mYH dM WD9ry llaYpav px 116VrP1, etbi 1908 NW 112thAve SPACING 24.0" TYPE SPEC 772 OFFICE: f772}IGG-2180 F.tT: 7TNGs-513B E Fwom obdmn fonam01-)wego"m epapaw40eaarebattea: nvaBr.3 wa"t .eo,m 7ph ts>!o¢,yrawns:-:+ Td�_aanr M xnt.,aaomxe Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Top chord 2x4 SP SS But chord 2x4 SP SS Webs 2x4 SP #3 :W11 2x4 SP #2: 150 mph wind, 21.79 ft mean h9t. ASCE 7-05, CLOSED bldg, not located within 6.60 ft from roof edge, CAT ll, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. (a) Continuous lateral bracing equally spaced on member. Or 1x4'r brace. 80 % length of web member. Same species 8 SRB grade ,or better, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC. i (b) Continuous lateral bracing equally spaced on member. Or 2x6'r brace. 80 % length of web member. Same species 8 grade or better, attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use pur ins: CHORD SPACING(IN OC) START(FT) "END(FT) TC 33 -2.07 9.00 BC 38 0.15 46.00 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.56" due to live load and 1.04" due to total load at X = 23-9-15. Deflection meets U360live and L/240 total load. Calculated vertical deflection is 0.56" due to live load and 0.48" due to dead load at X = 23.9-15. 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. MWFRS loads based on trusses located at least 10.90 f . from roof edge. THIS UWG. PREPARtD BY IHt ALPINt JUN UtSIIJNtK PKUUKAM hKUM IKUSS MhK•5 LAYUU I Maximum forces Endpts Tens Comp - Endpls Tens Comp Endpls Tens Comp Encipts Tens Comp 0- 1 71 0 4- 6 3532 4873 6• 7 3321 4624 2- 4 3438 4944 8-15 4368 5969 15-18 4700 6533 16.19 4700 6533 19-24 4700 6533 24-27 4058 5691 28-29 4058 5691 29-31 2564 3585 5-10 4271 3479 10-11 4096 3119 3• 5 4213 3548 12-14 4096 3119 14-20 6024 4422 20.21 5754 4120 23-25 5754 4120 25.30 3707 2671 30.32 0 0 6.10 411 200 9-10 409 88 9-14 2203 1544 15.14 873 870 15.20 602 485 19-20 624 512 20. 24 921 687 24-25 968 998 25.29 2362 1651 29-30 1679 1899 30-31 4219 3018 31-32 1909 2445 Member design 8, wind reactions based on both MWFRS and CSC. Right end vertical not exposed to wind pressure. If- 9' 37' P R=2746# U=2230# RL=649/-227# W=8" 46' - 46' R=2564# U=18B2# DESC. = B15 SEQ = 157222 OLT.TYP.-WAVE DESICNC FSWWMESRPI.2001FT/m•0l(0xys(0) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.0989 "aWARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT""I�ecr Morris A. Shashoua TC LL 2�� Sf REF ' INCLUDING THE INSTALLERa. T F��� ma DR�I�OI��L CONMRAOTOm � ran.mso�I:mu�orarsImdmreCa.vnctsdylad nnyirlwwmyra ®dY P.E.License # 19554 . p TC DL 16.Opsf DATE o316 zo11 pracacea prbr la pcnfamdng aaaa f-S.- Imfabre anal lamlaa.la npmvy bracing W SCSI. Nei lmw prapaM seared rldd eernp. In dam fa�P�rt hradrestrd�veba BC DL 10:0psf DRWG v- n9Ir". CT Nminovabracing InddedWSCSIsecamsB3.werSlO,asappleabla. Apply phhsheach face afb mndpaalmrudw.bv.redMmOe Jab. Dd$edeaMdaOawae Refabdawrgalro4-zf>a a po¢Su- BC LL 10.Opsf ic Inc. ncp fallaraW rwnpmrm Camplrc,analml branarparalbia A71p! 1.. Wmy dkV, an Wfmnmadraryg. st,raacing m "� m"t m°°m°n`°wmaaulplt'm" na0�°'`Idpp"°'m�e°" TOT.LD. 56'.Opsf O/A LEN. 46 EAST COAST TRUSS AwdantNabawg arawarpPWrvehdrrh .bdiadea 1, p.0a. aprohs i«d ftaultabliVardWmtrlaeawno DUR.FAC. 1.25 JOB#:22111 '=5 sr. L9CIE moil. Fr. PIERCE CL 3494G aa8armorhNraapaalbWdrrlI MMonWwcawAWAITHIsapl 1908 NW 112th Ave SPACING 24.0" 7ypE HIPM OMCE: fTr2)IGG-2ra0 PAL (MWG0-a33G rar�al'd-fi. IN. pD's caveat n"ba papa ardam vd dha: finerls�aa._T..-.,aa�,aipd:vvm...M,..eaiaa�waa,2lca-.:.:� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(22111) / B16Ci Top chord 24 SP #2 :T1 2x4 SP #2: Bot chord 2x6 SP SS . Webs2x4SP#3:W2,W10,W122x4SP#2: ' : W13 2x8 SP SS: Special loads -(Lumber Dur.Fac. 1.25 / Plate Dur.Faa.=1.25) TC- From 72 plf at -2.13 to 72 plf at 7.00 . - TC- From 36 plf at 7.00 to 36 plf at 23.00 TC- From 36 plf at 23.00 to 36 plf at 35.00 TIC, From 36 plf at 35.00 to 36 plf at 46.00 BC- From 4 pif at -2.13 to 4 plf at 0.00 BC- From 40 plf at 0.00 to 40 plf at 7.03 • BC- From 20 plf at 7.03 to 20 plf at 16.00 BC- From 20 pif at 16.00 to 20 plf at 32.00 BC- From 20 plf at 32.00 to 20 plf at 46.00 TC- 508.41 lb Cone. Load at 7.03 TC- 216.54 lb Cone. Load at 9.06,11.D6.13.06,15.06 17.06,19.06.21.D6,23.06,25.06,27.06,29.06,31.06,33.D6 35.06,37.06,39.06,41.06,43.06,45.06 BC- 664.62 lb Cone. Load at 7.03 BC- 139.96 lb Cone. Load at 9.06,11.06,13.06,15:06 17.06,19.06,21.06,23.06, 25.06,27.06,29.06,31.06.33.06 35.06,37.06,39.06,41.06,43.06,45.06 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg. not looted within 4.50 ft from roof edge, CAT II, EXP C, wind TC .DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.D0.GCpi(+/-)=0.18 Wind reactions based an MWFRS pressures. Roof overhang supports 2.00 psf saffd load. (a) Continuous lateral -bracing equally spaced on member. �In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 23 -2.07 46.00 BC 50 0.15 46.00 Bottom chord checked for 10:00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNEK PKUUKAM FROM 2 Complete Trusses Required P= Nail Schedule:0.131")3" nails Top Chord: 1 Row @11.50" o.e. 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. (1) 1/2" bolts MAY BE USED FOR (2) 0.131")V nails ON THE BOTTOM CHORD ONLY. Maximum forces(per ply) Endpts Tens Comp Endpts Tens Comp 0• 1 35 35 4- 7 4215 5713 11- 16 6939 9249 16.18 6820 9164 25-27 6684 7549 28.30 5684 7549 6-10 5057 3731 10-14 8024 6017 15.21 9282 6982 21-23 7658 5783 31- 35 92 73 8- 6 485 53 11-45 1398 1052 16-15 510 389 21-25 1699 1257 25-26 1156 1266 31-32 5022 3779 33-34 2040 2575 Right end vertical not exposed to wind pressure + 047D + 070 + 46' P_ F•N 46' R=5613# U=4131# W=8" Endpts Tens Comp 2- 4 4205 5713 ID- 20 6890 9154 30-32 3418 4538 3. 5 6083 3746 24-26 7658 5783 B-10 3242 2476 16.21 105 145 26-30 3235 2411 Endpts Tens Comp 9.11 '5920 7922 20.25 6890 9154 5. 6 5077 3733 13.15 8024 6017 26. 31 4715 3572 11-10 1153 1207 20-21 552 445 30.31 1786 2058 R=5461# U=4126# ' DESC. = B16G SEQ = 157380 PLT. TYP: WAVE DESIGN CF4T*FeammESffPI-�r:rrar-ox(WAYSM QTY= 1 PLIES= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.0989 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWING] "IMPORTANT" Moms A Shashoua TC LL 20.0 Sf REF FURNISH THIS DRAWING TO ALL CONTRAOTORB INCLUDING THE INSTALLERS, T-U. edrerr" cue In f4d dN WAN W1ppim I. Ilm erW bradrp• W. berd (Q m.h1.em...faeslreuWhV&; &f.l@mr..�.,byTPlwWTCA)(wWW P.E.License # 19554 P TCDL 16.Opsf DATE 03-18-2011 .rc� Lac e.. pd. b pvf-tm nw. (-I- I,We1m. Wmr p-Aft b.,..r I -I. Pw SML U d-mhd.t-W.. 4 elwd" h.w w.ped,.. hed.t.ebr.I e'-NM and b.M-d d .Wh.. xP•ro .oachddpldemre. Lxalm sho fwpw.•.\'tbWAredr"cfmbe BC DL 10.Opsf DRWG ly yECT "� .. � �Iidon= SCSI -6- e;a7wala Lrk�n bddhaWm mm,rs�a ".ro".,,bwI and m -6- Janfxe0. s r".a.owwm. RaWW d-Ims 160X (w.n.d.rd ptam P.15- BC LL 10.Opsf .Ic rrW adUm amrpmkrt'. Gmp I- sW not be re:p -%b fw Qa d.W@m ham Ok d-Im. w\.eWbf6oeI-hrcmdwrmrcaWTMSVTPI1.wfwhwdm, Mppim,Wbbfm S I"ech fb- TOT.LD. 56.Opsf O/A LEN. 46 EAST WAS']' TRUSS Awd.1N.d,.A w-pp.kIIM@1.* ft,h\i "s- pYrw apWwlarrl .dI MmI"wr.mmer.p*form.dWant L ToVAWAVwd-otN.awbo DUR.FAC. 1.25 JOB #:22111 t 5-'33 5i. LlIC1E eL\D. Fr. PIERCE @L 3iprG roc w+ve+..1.h Iwpwdbwb Ntm Mum D..Iww W mum 1 SM2. 1908 NW 112th Ave SPACING 24.0" TYPE HIPM :OFFICE: (772)1GG-2180 MIL (772NGG-63".0 Fw-IWwmlw.e NOW. --W-Wp -p„, -b W.: MY000: w.wm.bs.00.rTPioxy WSd.pp:wlG152"ML0,199 =ICC�.jkM1em Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZZ11 1 1 L'Ulh :Top chord 2x4 SP #2 :T1 2x4 SP SS: Zot chord 2xe SP SS Webs 2x4 SP #3 :W4 2x4 SP SS::W5, W7 24 SP #2: :W9 24 SP SS: :W10 2x4 SP #2: :Rt Bearing Leg 2x8 SP SS: l ` Special loads -(Lumber Dur.Fao.=1.25 / Plate Dur.Fac.=1.25) TC- From 72 plf at -2.13 to 72 plf at 7.13 TC- From 36 plf at 7.13 to 36 plf at 10.67 TC- From 72_p1f at 10.67 to 72 plf at 14.26 TC- From 72 plf at 14.26 to 72 plf at 21.23 BC- From 4 plf at .2.13 to 4 plf at 0.00 BC- From 40 plf at 0.00 to 40 plf at 7.13 BC- From 20 plf at 7.13 to 20 plf at 14.55 BC- From 20 plf at 14.55 to 20 plf at 20.63 BC- 5460.56 lb Conn Load at 7.13 . ` BC- 2563.75111 Conc. Load at 9.06,11.06.13.06,15.06 17.06.19.06 • 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXPO, wind TC DL=5.0 psf, wind BC DL=5.0 psi Iw=1.00'GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit Iliad. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 14 -2.07 10.67 TC 18 10.67 14.26 TC 13 14.26 21.23 BC 63 0.15 20.63 'Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load m Tn 1 k3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRU55 2 Complete Trusses Required Nail Schedule:0.131"4" nails Top Chord: 1 Row @12.00" a.c. Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. bolts MAY BE USED OR (2) 0.131'Xd" nails ON (THE BOTTOM CHORD ONLY.112" Maximum forces(per ply) Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp 0- 1 35 41 4- 6 6958 10374 6- 8 6651 10289 2- 4 6929 10334 10.13 5109 7882 14-19 5596 8838 5. 7 9246 6185 7-12 8992 5969 12-16 8986 5705 18-20 5929 3731 20-23 281 180 6- 7 110 84 B-12 2011 2762 11-12 6850 4339 12-15 1591 2678 17-19 4661 2987 19-20 2500 3789 20-21 8044 5044 1018.. - - 372 6'11"10 W.rW(R1) Endpts Tens Comp 8- 9 5098 7874 19-26 3520 5608 3- 5 9249 6193 8- 7 3002 2135 15.17 1287 1740 21- 24 491 274 0 o o io �11,4„ p�q �10' 018XiD(R) -IU 0 m 110 0 III 20 0(R) 1113XIO 21'2"12 21"9 20'7"8 Ri R=9789# U=6635# W=8" R=13168# U=8284# W=6"12 1 DESC. = C01G SEQ = 157384 'PLT. TYP: WAVE DESIGN cwroFaawmEsnPt-mmFmmoxcoxyscol QTY= 1 PLIES= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.1875 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 ""IIM�PO�ANT"FURa Moms A Shashoua TC LL 20.0 Sf REF T NISSHTHISDDRAWNO�aCONTRACTOm� LUDINGTHEINBTALLERS, rabowma t�daiti-dB M(aMlrgC° W I *IWd" d' by 1"I' 1wrc')W f`N P.E.Ucense#19554 p TC DL 16.Opsf DATE 03-18-2011 ' pr ff9 w1or b PwWr m thn fea:Fam. In Lkm sW Fmdda teary bracim wr BCSL Uibw rotad otrc Ww, by chid" haw PoWIj ar hd atnWal ahaUa a1 boRam chord abr.dM BC DL 10.Opsf DRWG ny;nir•� .,um,. swlvw Wee�a�"Go. e1 BIC, pl nFFVph to hffaw Jc afbm a"d wemw aaow .bawadm ha ldaloaaoc utw ro5a mr+ww Iarubm.w,m. tmuforawmFina �a BC LL 10.Opsf ECT IIW Ira aanvaroaa Gmw b,c. wr rotbe,aaFo•.mb far wr tleddan h"m0aa dnv4q, a,y mF,a b bJtl tro bua ti callomorce WthAtSi/tP17, a far famte9. afdF75a, Im3aEaBm 6b inpaflman. TOT.LD. 56.Opsf O/A LEN. 210212 EAST COAST TRUSS AfMaf fmM tltsMY a Door f+aT RdhiE M trrr'ffr0, k17baM at PfoMknl UR.FAC. 1.25 JOB #:22111 '5285 ST. LBLIE BLVD. Fr. PIERCE FL a{BiG M.y abuo�aa w M rrprral0i0' dN fAYFfp Uaalor for I11L9YiF11 s.o2 1908 NW 112th Ave SPACING 24.0" TYPE COMN . 0MCE, rn2Mrs-z+eo e.>;: (Mmw-ns y W-1. Nagy �V„ym��Fm�dIm my._,,,.".,„„,.,��,,,".,,,","Icc,.,,,kaw,"„" Pompanoeeach, FL PDF created with pdfFactory Pro trial version www.pdffactorv.com J6b:(22111) /CO2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 .:Rt Bearing Leg 24 SP #2: All50 mph wind, 21.79 tt mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 tt from roof edge, CAT II, EXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. NF1.00 GCpl(+I-)=0.18 Roof overhang supports 2.OD psf soffit load. "Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.24' due to live load and 0.48" due to total load at X = 5-5-12. Deflection meets V360 live and 1-1240 total load. .. MWFRS loads based on trusses located at least 21.79 it from roof edge. 7 10'8" Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4- 6 1276 1752 6- 7 1080 1383 2- 4 1148 1885 6- 16 1074 1386 15.23 1181 1495 5.10 1491 1216 10.12 1567 1254 3- 5 1392 1323 13.17 1567 1254 17-21 101 92 6-10 535 422 9.10 878 513 10-14 519 463 14-17 726 725 17- 18 1639 1280 18- 20 95 0 Member design 8 wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use pur ins: CHORD SPACING(IN OC) START(FT) END(FT) TC 49 -2.07 10.67 TC 61 10.67 15.67 TC 59 15.67 21.08 BC 66 0.15 20.62 5' 5'5.1 =4X4 ICE 12 �2Xa � 1� =4X8 1 3 m ro 6 � III4X6 SRS R T I =3X4(A1) o = =3X6 � M is N11'4" 10 1W F17 =3XB =3X4 =4X4 1112X4 f-- 2'1"9 2078 R=1338# i1=1203# RL=423/-291# W=8" R=1163# U=939# W=5" DESC. = CO2 SEQ = 157223 PLT.TYP: WAVE Desianawr=srmi-=Fnm•escmcys(m QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING] "IMPORTANT" Morris A Shashoua TC LL 20.0 Sf P REF FURMSH THS DRAWING TO ALL CONTRACTORS INOLUDING THE INSTALLERS, (i'"En �c �"f 8=1 i�r M� +d Nppft(�onUow'1MF(-ii li `i f..1a, P.E.License # 19554 TC DL 16.OpSf DATE 03-16-2011 aa�uraaa,nrro9enaraaydM.ar�da� S,,,e,,,,,,,w�,,,o,,,ry,,x,rev=ea�L ud� rwm �rw.e. am dnre.nat haw 9roa"vy.exhed mnc"at aiwmry and emmar more BC DL 10.Opsf DRWG n; na i^r r,$u:� awe"a�i�WSCSI do M aiaa ero,`M ewrc.aa.� �W ewh Fh r- Jc de '4-imI "ww ,d dpt amalao-dodar atra wamewa rm4zf d� rserar r8,d BC LL 10.Opsf EC T G-pI IrYJimW Canpuier4Ciao Irc.shot thb. AIrVM1, b fa armdw. suhamNatlrmM ftC giroIorWN m�.�. w.meontmrerc"wmarsum i.arar hardrre, wvWm,h�aar TOT.LD. 56.OpSf O/A LEN. 2lotoo EAST COAST TRUSS �wona.a<.egaoowwwwret++o.rra(a�ar..pa1 w►fA.oraon.ar «dnwWr.aweW*%rftdv*vhI-'VaWMfty mc4t+adrwm DUR.FAC. 1.25 JOB #: 22111 5-185 sr. LUUE 11LI9. Fr. PIMCE 9L 34916 laW*Laf Yhr.PwW ytlh Gila DW"�aAWAINtSa2 1908 NW 112th Ave SPACING 24.0" TYPE SPEC OMCE: r772y160-21130 9.u: (Mr 166-533a ryrravai"farralmam0iajey'ayecrdre)•ipagaerdEme,m5Y2 • nVWB= �.men,.r,,,r'M:; N�=VV G-bclnd�.Icmrcc,ra„ TCCWa.a" Pompano Beach, FL PDF created with pdfFactory Pro trial version www.i)dffactory.com JOD: LL117 / L:US Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 :Rt Bearing Leg 2x6 SP #2: 1.150 mph wind, 21.79 ft mean hgt. ASCE 7-05. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use puffins: CHORD SPACING(IN OC) START(FT) END(FT) TC 45 0.00 10.67 TC 53 10.67 17.67 TC 41 17.67 21.08 BC 63 0.15 20.62 10'8" 12 5 6 p N2X4 R=117111! U=847# RL=309/-245# W=8" .r4X4(Rl) & I Nib UVVU. rritl'AKCU OT INt ALrIING JUD UCUIOImmm rmubR I-— IRUJJ IVIrRJ lJ1TVU1 Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Camp 3- 5 1306 1791 5- 6 1112 1424 1- 3 1125 1876 7- 15 1080 1466 14-22 1258 1589 4• 9 1533 1165 9- 11 1730 1402 2- 4 1479 1322 12-16 1730 1402 16-20 71 46 5• 9 531 418 8- 9 824 436 9- 13 669 537 13-16 945 920 16.17 1860 1484 17-19 42 13 Member design & wind reactions based on both MWFRS and C&C. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.26" due to live load and 0.52" due to total load at X = 5-2-13. Deflection meals U360 live and U240 total load. MWFRS loads based on trusses located at least 21.79 ft. from roof edge. 7' + 3'5" —_; it =4X8 1 W21ED T ,ay13 T1,,4„ 3X6 Jlll lll1i � 10, =3x8 n 111 16 12 2 -4X4 =3X6 112X3 2078 R=1172# U=937# W=5" DESC. = CO3 SEQ = 157224 PLT. TYP: WAVE DESIGN Cwr=FaQmmesrrw.x,ozFrmrvox(PICvs(m QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 "WARNING)" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Moms A. Shashoua 200 "IMPORTANT" FURMBH THS DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. P.E.0cense # 19554 TC LL . p Sf REF DATE 03-18-2011 raT bled 1e. ted�or BGS`o! <�Si M falncea.v. Iwaro. aNpOW. h.1aft W ba hS Rare, to oof (anraa camo^ t safety I"°'^mmn W 1'I °M wrrwl W ear TC DL 16.Opsf pracdeea VW N Wominp dieee Wattle,.. Imt kM ctW pM= Iertporary Mating pet SCSI. W-. noted pdhp d`ad toprd rlWd edlnp. 1pa la`�i show ror�`Damwert blend re W kefton,ho ej Vd Canng. Loc7,Elwowfof BC DL 10.,Opsf DRWG r ill y` h N9Jle'J clwluw MrArgum4dper apFkabk Aypy pm«mfsebo a otrm v.pa ISWn- to, .,d. er,Cm Qn Jobt Dcb4 uiaa rudcOa Wae. Rare,mdngCwpat%afau, ara phm paEb: BC LL 10.0psf Jc CcT rIW Sot g ki to Initt Grotere,. ee oaA SVnn 1,reponkfar myalq. d ft, Oft Lllollm Wry I"'a ° '"`°d""° °W""'61 'r'''� hand1re'°"D0°A'a°°G TOT.LD. 56.Opsf O/A LEN. 210100 A"al onthOr*" or Raw pP hdrg IN, drgft Yidp h.ace ptkm ofpmiwYord DUR.FAC. 1.25 JOB #:22111 EAST COAST TRUSS Nda..dror �v.awa++dwSD�w.TM.�ua.aWara.m.wro S:ei 5r. LUUE aLYD. fS. PfOtt &tBiS for ory rn,cGn Yw rwpaNeaN orw maw Raw w usurW t scut Pomp NW Ave SPACING 24.0" TYPE SPEC IEL `opmcE: (m, cc-xreo Fax: 'm-Hco-asxa Fe,nmrelNomoronaeegiapE'spe,erel,c! papeaMevmvebeMa: npt,�„�;,,,,,�,",,,r�;,„,,,,�„�,,, p����cu _,W.,.._y.,., Beach, Pompano Beach, FL PDF created with pdfFactory Pro trial version www.t)dffactory.com JOB: 2Z111 / (:U4ti Top chord 2x4 SP #2 Bot chord 2x4 SP 02 Webs 2x4 SP #3 ':Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' ',Special loads -(Lumber Dur.Fae, 1.25 / Plate Dur.Fac.=1.25) TC- From 72 pit at -2.13 to 72 pit at 1.64 TC- From 72 plf at 1.64 to 72 plf el 3.54 TC- From 72 pit at 3.54 to 72 pit al 12.67 TC- From 72 pit at 12.6710 72 pit at 22.42 B6 From 4 pit at -2.13 to 4 pit at 0.00 g BC- From 40 pit at 0.00 to 40 pit at 10.42 BC- From 40 pit at 10.42 to 40 pit at 22.42 TC--55.21 lb Conc. Load at 1.54 BC- -40.60 lb Conc. Load at -1.54 'Wind reactions based on MWFRS pressures. Calculated vertical deflection is 0.20" due to live load and 0.40" due to total load at X = 17-7-2. Deflection meets U360 live and IJ240 total load. 4111E S �T 1 ❑0 c 22'5" Fes- 2'1"9 22'5" R=1340# U=971# W=8" =4X4 l 20 a I THIS DWG. PREPARED BY Itit AL.PINt JUti utb[UNtK t-KUhKAm MUM I KUbb MMr U+r UIJ I Malamum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 82 4- 8 1094 1893 2- 4 1152 1938 7- 11 1091 1935 12- 14 1758 2544 14-19 1075 1553 18-22 1078 1557 22-26 1433 1848 5- 9 1605 901 9-13 3871 2663 13- 17 2056 1436 3- 5 1587 875 15-21 2056 1436 21-25 1599 1210 6- 9 982 565 9- 10 1742 2146 10.13 1185 1685 13-14 589 246 14-21 669 882 20.21 984 456 21-22 385 320 150 mph wind, 21.79 D mean hilt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind SC DL=5.0 psf. 1%-1.00 GCpi(+/-)=0.16 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 47 -2.07 1.54 TC 24 1.54 3.54 TC 41 3.54 12.67 TC 51 12.67 22.42 BC 42 0.15 22.42 9'9. - R=1233# U=86D# DESC. = C04G SEQ = 157273 PLT.TYP: WAVE DESIGN cw,= BrtvlaasFrnn Bo%pAvscm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Morris A Shashoua TC LL 20.0 Sf p REF "IMPORTANT" FLRMBH THB DRAWINO TO ALL OONMACTORa INCLUDING THE INGTALLERa, Tv.w regilw e. -rare 1.Wk bg, h.Arj ldppM IM.1W and baciryAcre .cad f"rowmeMW=0Bcsl(BJIAVw:wens.rml.ronn"m.,wrnr %IWi67f.r..r r P.E.License # 19554 TC DL 16.Opsf DATE 03-18-2011 prxtice. lii mobRtlbW.Wb- Ma Ind ba dW R.Nde toqwM b IM pBCSI. I-I"lw pr.Rell hed. 10W W-NM W btl.wehnd W1I-,,xcpu//ePacWrl0dce0m. L,ram..bw,f.rpmnarrnbWArWM190fewbe BC DL 10.0psf DRWG hY :TJ6'-'i,Y�CT e9 'J dar law hracbe perBG5l.eemrB7. BrRB70, alimMae CdWW ph@.l. each fue oha h um pRi.m a ahowl.boa W m IM Johi DCaIY, vbn mbd etictW.n aw'm+sBozr»ft. r+17W ' BC ILL 10.Opsf Jc R, d° b. V k-W oRtcR,ermcacao Iro . rdmreeM 1. ,R h. deN..Mpphntli. M- Mu1NaW�i<a.a�. Ir:oMcvdm,mrce WE,NSVIPI ,.m,>ImMr.p. WpPl^H. 1rwG1A.n TOT.LD. 56.Ops O/A LEN. z2osoo EAST COAST TRUSS A.wan B1l.d wpa.r O.w Ap.�1niB�i. tlAwa �� r�rrtro..ca•�v..waBwrra..law.lm�w,.dN.awna DUR FAC. 1.25 JOB M 22111 s:es sr. i.ucre MI). rr. eFL scars r.W.tlnbnkhr..p•nlbtb.It,. daft 0.4- wAt1SM t S. Z 1908 NW Ave SPACING 24.0" TYPE SPEC Bents: (rrzHec-z,eo FAX:: (7 r'Hw-assc nwece: ,,_e",_�„ro„fm ,� .A Iee: PompanoBeach, FL PDF created with pdfF.actory Pro trial version www.r)dffactory.com Job:(22111) / C05 Top chord 2x4 SP #2 Bat chord 2x4 SP 42 :B2 2x4 SP SS: Webs 2x4 SP #3 ':Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' �160 mph wind, 21.79 ft mean hgt, ASCE 7-05. CLOSED bldg, not located within 4.60 ft from roof edge, CAT ll, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Ivr=1.00 GCpi(+R-)=0.18 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purllns: CHORD SPACING(IN OC) START(FT) END(FT) TC 46 -2.07 3.54 TC 24 3.54 5.54 TC 5D 5.54 12.67 TC 54 12,67 22.42 BC 51 0.15 22A2 MWFRS loads based on trusses located at least 10.90 fL from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYUU I Maldmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4- 6 1502 2225 2- 4 1497 2255 8-12 1501 2067 115-16 1187 1642 17-20 1226 1598 2D-24 1437 1B61 5- 9 1912 1288 9-14 2777 2054 3- 5 1901 1294 15-19 2777 2054 19-23 1604 1118 7- 9 980 704 9-11 1167 1036 11-19 1364 1451 18-19 893 455 19-20 443 273 Member design & wind reactions based on both MWFRS and CSC. (a) Continuous lateral bracing equally spaced on member. Or 1x4 -r brace. 80 % length of web member. Same species & SRS grade or better, attached with 8d Box or Gun (0.113')2.5",min.)nails @ 6" OC, Bottom chord checked for 10.00 psf non -concurrent lire load. Calculated vertical deflection is 0.15" due to live load and 0.30" due to total load at X = 17-10.1. Deflection meets U360 live and 1-/240 total load. lam- 3'6"8 2' 7'1"8 919" o4X4 R1 1® ED �n 12 =4X4 ®:5X51� 6 =4X4(A2)J� (a) ' iv rtL�AII��F-' ❑o ❑ =3X4 1-- 2'1"9 R=1430# U=1363# RL=3481-361# W=8" r• io 'f'.10' 14 19 - B2 23 =4X4 =3XB — 22'5" — 22'5" R=1239# U=911# `3X4 r DESC. = C05 SEQ = 157225 PLT.TYP: WAVE DESIGN cwmFBC2mmEWWI-=QFrmn0%(O%vSIR QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=02500 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINOI "IMPORTANT"FURNISH THIS DRAIMNO TO ALL COMRACTORS INCLUDING THE INSTALLFRO, I'd—ft rT—ii�edm or acs: m�q cZvii—C sa � INmamwDory�W TH amv IG w w* ,-9c "prbrbparfwMd Des"Dncwa Indd-i"prate"1- a b TMWBCBL wl�iuwwai.ea °lee` r�41e m:y. Id m :bv.�i br peat`hm."AiaDly. rwh—bxlrgl.LddWBG4lreCimrnB7«BID.aaappraab0.AppyphYb—hrce arDm dnWi b50 ZW M bWP Doti BeW ubu dada mY® BMAI BW rro.,wazrar rbw Im phb paeba RW]i-Wb kI ft ii rb CYmp Be. FIW1Mbe SUM1. r"r h. kV.ddDnmrun"- dialft Oilm b Wtl De bm b cadamvice WOr AISViR 1. «far IurmN. ifepFirN. Bshhdan b.ure otmau.. A�rlDn M AalDp «ww WP OBrpNi dnd0, 6�prYi w"prrcrr al+rDhwbnl a w a ee,. re. rwFa .oBy atMro ow n« w AlSIRPII s.o t Forrm"Irdmrnarmw NrW apervtl uobr p"Po ar,d_Orw wA Wa Morris A Shashoua P.E.License # 19554 1908 NW 112th Ave Pompano Beach, FL TC LL 20.0 Sf p TC DL 16.Opsf BCDL 10.Opsf BC ILL 10.Opsf TOT.LO. 56.Opsf REF DATE 031&2011 DRWG r.:mmiJ9 nmwF ECT EAST COAST TRUSS 5585 Sr. MBUD. Fr. PIEBCB FLiD DiG OFFICE: (772)ILD-2eBD P.IG %7aHISD-d0.°Ai Jc O/A LEN. zzosoo DUR,FAC. 1.25 JOB #:22111 SPACING 24,0" ITYPE SPEC PD'F created with pdfFactory Pro trial version www.pdffactory.com JOD:(11111) / l:Ub ..Top chord 2x4 SP #2 1301 chord 2x4 SP #2 :B2 2x6 SP SS: Webs 2x4 SP #3 :Rt Slider 2x4 SP #2: BLOCK LENGTH = 1.500' Special loads -(Lumber Dur.Fao.=1.25 / Plate Dur.Fae.=1.25) TO- From 72 plf at -2.13 to 72 pif at 5.54 TC- From 72 plf at 5.64 to 72 plf at 7.54 TC From 72 plf at 7.54 to 72 plf at 12.67 - TC- From 72 plf at 12.67 to 72 plf at 22.42 BC- From 4 plf at -2.13 to 4 plf at 0.00 BO• From 40 plf at 0.00 to 40 plf at 8.19 BC- From 40 plf at 8.19 to 40 plf at 8.48 - .. BC- From 100 plf at 8.48 to 100 plf at 16.85 BC- From 40 plf al 16.65 to 40 plf at 22.42 150 mph wind, 21.79 ft mean h91, ASCE 7-05. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 . Member design & wind reactions based on both MWFRS and C&C. ' Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 40 -2.07 5.54 TC 24 5.54 7.54 TC 38 7.64 12.67 TC 35 12.67 22.42 BC 53 0.15 8.19 BC 53 8.41 12.67 BC 53 8.19 17.00 BC 53 12.67 16.92 BC 53 17.00 22.42 TH15 DWG. PKhPAKtU BY 1 HI_ ALPINr JUB UtSIUNLK PKUGKAM I-KUM I KUtib Mt-K'S LAYUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0. 1 71 50 4- 6 1006 25N 2- 4 1834 2607 8- 12 1615 2295 10. 17 2037 2895 17- 18 558 566 19- 22 5" 601 22- 28 2013 2860 5• 9 2211 1556 9-15 2712 1908 3. 5 2193 1543 14-24 2475 1742 24-27 2491 1753 16.21 1413 2008 21-23 1413 2008 7- 9 823 579 9- 11 565 803 11- 13 636 723 17- 13 1058 745 20. 21 134 94 22-24 753 530 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.25" due to live load and 0.41" due to total load at X = B-4-15. Deflection meets U360live and U240 total load. MWFRS loads based on trusses located at least 10.90 It. from roof edge. 1�---- 5'6"8 f� 2' _1 5'1"8 m4X4 mJA4 111570(K) 9'9" �I 114A4 --3X4 5X5(E1) T s7d mr- -*10' 1 225" 21"9 8712 13'11"4 R=1650# U=1346# RL=348/-361# W=B" R=1521# U=1071# QESC. = C06 SEQ = 157226 PLT. TYP.-WAVE Deslo CiOr FBC20omsnp620@Fr/m"e%(OMys(0) QTY= 1 TOTAL=1 REV. 10.02.05.1129.12 SCALE=0.1875 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IIMMPO"IMPORTANT"Nl Morris A. Shashoua TC ILL 200 Sf p REF T Sro1H0DRA1MNOr��YCCONTRACTOR I LUDINGrrMINBTALLERB, robwunuwedamar eesl (e wrewws"milm,wrdawiev r" ..rey P.E.Ucense#19554 . TC DL 16.Opsf DATE 03-18-2011 is m:."r Wxdeea utiesa. W pu"bZ - Pma dW%We amW EraeM P> BCSI. roodMmw d-A ddru Md-NMwb"emr.ho:d Lwdmw BID. m,apiPp1"+� wilow °."m W. BC DL 10.0psf DRWG nmaica trwhgkk&bWd W 5CS1 + aa�Pvrp� hram way BC LL 10.Opsf Jc IT,WWfWdrPG�MrdudmuimmldMeWaeriW&A""1^p'+mszrada: im.dol I1WBpscaftp new Inc. dvi: hEarUM 1. fah,rd"M,dihpmmadwWni, a wiry crNdstlua�. �Nm�ca W��'w�M'�'1/m TOT.LD. 56.Opsf O/A LEN. 220500 DUR.FAC. 1.25 JOB #: 22111 !EAST COAST TRUSS �a o�I. r. �aa+� r � Sr. BLVD. }T. PIHtCB FL 34916 antlPln:clnNhraapWYiydNlaYLpbniPrrwMsufgllUO.i'. 1908 NW 112th Ave SPACING 24.0" TYPE SPEC M Opttca: (Mnx)sc-zdeo K.M. Pr:Hu-aasc„„„,w,,,�,.rb,�.,,�,,,r„.„„_i«,,, y�i,�r�pP,lapyy�d�oy �byd�: Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactorv.com THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRU Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :82 2x6 SP #2: Webs 2x4 SP #3 • Rt Stub Wedge 2x4 SP #3: "Special loads -(Lumber Dur.Fac,=1.25 / Plate Dur.Fac.=1.25) TC- From 72 pit at -2.13 to 72 pit at 7.54 TC- From 72 plf at 7.54 to 72 plf at 12.67 TC- From 72 pff at 12.67 to 72 plf at 15.14 TC- From 72 plf at 15.14 to 72 plf at 22A2 •. BC- From 4 plf at -2.13 to 4 plf at 0.00 BC- From 40 pit at 0.00 to 40 pit at 7.54 ' BC- From 40 pit at 7.54 to 40 plf at 7.83 BC- From 100 plf at 7.93 to 100 pit at 15.85 BC- From 40 plf at 15.85 to 40 pif at 22.42 150 mph wind, 21.79 ft mean hgi, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C. wind TC OL=5.0 psf, wind BC DL=5.0 pat. Iw=1.00 GCpi(+/-)=0.18 Member design & wind reactions based an both MWFRS and C&C. Roof overhang supports 2.00 psf saffd load. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 39 -2.07 7.54 TC 28 7.54 9.87 TC 38 9.87 12.67 TC 1199998 9.87 15.50 TC 33 12.67 16.50 TC 28 9.87 9.87 TC 38 12.67 12.67 TC 33 1550 2242 Mabmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 50 4- 6 1821 2588 6- 8 1692 2404 7-14 1511 2147 14-18 1428 2029 13-15 342 169 19-20 1449 2060 20. 22 1745 2480 22-23 1860 2643 3. 5 2212 1557 10-21 2148 1511 21-24 2251 1584 9. 12 657 462 20- 21 794 559 21- 22 365 304 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.17" due to live load and 0.27" due to total load at X= 7-6-8. Deflection meets U360live and U2401otal load. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. BC 58 0.15 22.42 9'6"8 - - 3'1"8 919" 1 7'6"8 773 775 �1 =3X4 1 rk 111bAb(M) 2'1"9 R=1658# U=1317# RL=342/-358# W=8" 22'5" 22'5" Endpts Tens Comp 2- 4 1850 2628 16- 19 381 222 5-11 2230 1569 6-12 343 224 R=1492# U=1050# ' pESC. = C07 SEQ = 157227 . PLT. TYP: WAVE DIESIG =Tv FB0x"omesnPI-2002 x(MY5R QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=O.1875 FURNSHHT148 DRAWING CO TENTRACTNORS INCLI DING THE Morris A. Shashoua 20.6psf "IMPORTANT" TWO AALL INSTALLERS, P.EU nse # 9564 TC LL REF DATE 03-18-2011 T regdm o-o oars Nrab ArV,h A g, WWIro. IMaSro end bradM FWo, to arc folowtln by edNon or SCSI (aWiro Carar n Safety Ildalll.doq W TPi MW WiG) for nrery TC DL pS • LVL5 a edof ParroaollN�orucdwa b fy d h dsbuc aidW.rycr.nroPasrsL ttd:u robwPo0jee, lad ellawooag amohedtlpo aheaWW aM rd om chord of moW lnln ab doersi`uwd-B3.B7 ear=; BCDL 10.Opsf DRWG I."nraY,S911-1 no>r:J awhTeaWaw A�Pwr�bcxhf,raw ��arldP�0Zfw apt��,ov. a o m. Ref=to draWroatfia4-Z /u atap ps BC ILL 10.Opsf Jc ECT Inc s be Itw emw. canPal,e+m k+aw Ina. aw I,ak ee r>Pal>oeb rar a,y aawem rmmwa draaW, TOT.LD. 56.Opsf O/A LEN. 220500 EAST COAST TRUSS Awdoff tboridp. oaw papa ttlnplpa alaFlnt, paaM-ph-.1WO WW .dw trwp�.mboaWart.aralPalwnT..Adlyrvdl dh%ftAt DUR.FAC. 1.25 JOB#:22111 5:85 Si. LUCID OL171. 1T. FIEICE FL 34916 IL rarW++.�tat. rowadbYOfoff.&Of C I, tar AWAMj t Ua X 1908 NW 112th Ave SPACING 24.0" TYPE SPEC OFICE: (T211SS-211e P.tL: 7T.i1Ge-533e For l,ael vndmam b. nob and le e"ab ass pya�v woe nweckx wewa.w< TPI: � vvrrwylr:�l�ea+ra� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.r)dffactory.com J00: LL7 7 7 I L;UR3 . -Top chord 2x4 SP #2 Sol chord 2x4 SP SS :B2 2x6 SP SS::B3 2x4 SP #2: - Webs 2x4 SP #3 .Special loads -(Lumher Dur.Fac.=1.25 / Plate Dur.Fac,=1.25) TC- From 72 plf at -2.13 to 72 plf at 9.54 TC- From 72 plf et 9.541a 72 plf at 11.64 ' TC- From 72 plf at 11.54 to 72 plf at 12.67 TC- From 72 plf at 12.67 to 72 plf at 25.46 ., BC- From 4 plf at -2.13 to 4 plf at 0.00 -- B6 From 40 plf at 0.00 to 40 pif at 7.19 SC. From 40 plf at 7.19 to 40 plf at 7.48 BC- From 100 plf at 7.48 to 100 plf at 15.85 . ' BC- From 40 plf at 15.55 to 40 plf at 16.15 BC- From 40 plf at 16.15 to 40 plf at 23.33 BC- From 4 plf at 23.33 to 4 plf at 25.46 -150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Member design & wind reactions based on both MWFRS and CSC. -Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purtins: CHORD SPACING(IN OC) START(FT) END(FT) TC 38 -2.07 9.54 TC 24 9.54 11.54 TC 15 11.54 12.67 TC 38 12.67 25.40 BC 50 0.15 7.19 BC 60 7.41 12.52 BC 60 7.19 16.15 BC 60 12.52 15.92 BC 60 16.15 16.15 BC 60 7.41 7.41 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUS Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D. 1 71 50 4 .6 1957 2781 6-11 1821 2588 2- 4 1974 2805 13. 16 834 672 17-22 780 628 23-28 1821 2587 28.30 1946 2765 33-34 71 5o 5• 8 12404 1692 3• 5 2399 1688 7- 26 2235 1573 15-19 1023 1453 19.24 1199 1704 27-29 2366 1679 6• 9 377 269 11- 9 746 525 12-15 167 193 18-19 494 350 2D•19 345 414 23-25 780 549 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.18" due to live load and 0.28" due to total load at X = 7-4-15 Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. BC 60 15.92 15.92 P BC 60 16.15 23.19 11 2' 1018" /Ab =/x6 23'4" w F�K 7712 84"8 R=1716# U=1313# RL=423/424# W=8" Endpts Tens Camp 11-14 818 742 21- 23 705 644 30-31 1958 2783 1D-15 1129 16D4 29-32 2387 1680 15-18 275 197 25.28 408 292 w 774 +--�-�i R=1716# U=1310# W=B" DESC. = C08 SEQ = 157228 PLT. TYP: WAVE DESIGNCMT-FBcewmesnvo- RM-M(MYSM QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.1667 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT":FLIRMOH Morris A. Shashoua TC LL 20.E Sf REF THO DRAWIMINO TO ALL CONTRACTORS INCLUDING THE INSTALLERS, roTbwft ga e"M oaf acs, Nth r P wtbzfeHk Eby.I.M INTCA)i nd, P.E.License # 19554 p TC DL 16.0 psf DATE 03-18-2011 a.000n prta b pafoedre boe he 6- Imaba duo aodd. ferpaery b-IM W BCSI. Uikm inked oO-Waa, herd cur haw Nae+N.mohad muc.A deeHre W bmfomcMd _ w� �i� evs BNefn�" m ��m BC DL 10.Opsf DRAG I:m al:rr eWu wih�m"erwa<.bVtt deco. d' p onardn"n hE plmMJ"Ha ubmmrd oAeW.e. Psfabarrdreono e as phle BC LL 10.opsf JIG ElT I Im rd ber fiW Bu'k@g Cerrpercrda trap Iro, slut mt be raporsmk fa ."Y dedarm hanthi. draWre, arty wk-W WN tln bra b oordarreroe tMSUM 1, a fa Aardire, d+pWo. Irctabdm br'Imde TOT.LD. 56.Opsf O/A LEN. 230400 Awl uhtM. Q.Mp a ee'Ar IxP r.lfCli. anlp, hldo.L. dpoMiad DUR.FAC. 1.25 JOB #: 22111 EAST COAST THUSS Sr. 77211E O-21 Pr. MERCK(M FL 3194a amv eke-kftf..pofreopfdr.eAao0-iwwwntsurwlawa 1908 NW 112th Ave SPACING 24.0" TYpE COMN . OFFIrEt (77".Nca-..^fE0 PtY: (7r:Nct-o33G GITI Fat rrwe Wemuranam bt.6e'. peiuralrob pape.rdtm reedM: mNek:a:.w,rr.c<"< TpI:,ffiwrrw�fcc.,,".,r«"r..ae pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: LCl l l / Low -Top chord 2x4 SP #2 ' Bot chord 2x4 SP SS:822x6 SP SS::B32x4 SP#2: - Webs 2x4 SP #3 Special loads '1-(Lumber Dur.Fac,=125 / Plate Dur.Fac.=1.25) TC- From 72 plf at-2,13 to 72 plf at 11.00 TC- From 72 plf at 11.00 to 72 plf at 12.33 TC- From 72 plf at 12.33 to 72 plf at 25.46 - BC- From 4 plf at -2.13 to 4 plf at 0.00 BC- From 40 plf at 0.00 to 40 plf at 7.19 ' BC- From 40 plf at 7.19 to 40 plf at 7.48 ' BC- From 100 pif at 7.48 to 100 plf at 15.85 BC- From 40 plf at 15.85 to 40 plf at 16.15 BC- From 40 plf at 16.15 to 40 plf at 23.33 BC- From 4 plf at 23.33 to 4 plf at 25.46 150 mph %vind, 21.79 R mean hilt, ASCE 7-05, CLOSED bldg, not located within 4.50 R from roof edge, CAT 11, EXP C, wind TC D1.=5.0 psf, wind BC DL=5.0 psi. Iw=1.00 GCpi(+/-)=0.18 Member design 8 wind reactions based on both MWFRS and CSC. . Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use puffins: CHORD SPACING(IN OC) START(FT) END(FT) TC 38 -2.07 11.00 TC 16 11.00 12.33 TC 38 12.33 25.40 BC 60 0.15 7.19 SC 60 7.41 11.67 BC 60 7.19 16.15 BC 60 11.67 15.92 BC 60 16.15 16.15 BC 60 7.41 7.41 SC 60 15.92 15.92 BC 60 16,15 23.19 THIS DWG. PREPARED BY THE ALPINt JUB utslUNtK Pr(UUKAM MUM muss Mt-K b LAYUU I Mapmum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 0- 1 71 50 4- 6 1972 2802 6.11 1833 2605 11- 13 585 566 2- 4 1993 2832 14-15 585 452 15-19 585 452 17- 21 585 566 21-25 1833 2605 25-27 1972 2802 30-31 71 50 27-28 1993 2832 5- 9 2429 1709 3. 5 2416 1700 7.22 2249 1583 1D-16 1266 1799 16-20 1266 1799 24-26 2429 1709 26-29 2416 1700 6- 8 354 243 11- 8 687 483 15- 16 116 81 21- 23 687 483 23- 25 361 25D Bottom chord checked for 10,00 psf non -concurrent five load. Calculated vertical deflection is 0.25" due to live load and 0.38" due to total load at X = 7-4-15 Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 10.9014 from roof edge. 6 � 3 3 1 3 3X4 T tz 1m 2m lj g � �3 X4 "2X3 INv 18, 25 3 4X4(A2) m - �10, l32 =7X6 234" F In tF K 6 7'5"12 84"8 774&---I R=1716# U=1291# RL=434/A34# W=8" R=1716# U=1291# W=8" DESC. = C09 SEQ = 157229 PLT.TYP: WAVE DESIGN camFBC2oomEWBK-2=FVIM0%lauvs(o) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.1667 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWING] -IMPORTANT" Morris A Shashoua TC LL 200 Sf p REF r mr:cnN�ro�8D4RAWI+opNaG +�OM�IRiVDTaPzftDard LUDINGTHEINBTALLERB, rww5,ammt If SCSI leu mC�m=N Saf"y w`uw� by TPI "a v�ror"ray P.E.Llcense#19554 . TC DL 16.Opsf DATE 03-18-2011 pa-0-ptb Fe-&V Two f-1-Ir-b. char Wr "b�ryb NW BC81. Whim , red, by chaff shot haw poperty aochef M"n NrsIN"B aM boom chord bs W�e'csiw.«�m� BC DL 10.Opsf DRWG snira ::m .rm�r. ma0"ar ueo,f-�I-W. ,"PW-W-hfaw awl-b.hV" If lob draWrpc7 -.I.ra b- Cl� tJ h aWa and pvsmm as rhovn abva andm Fe aNDaa3 uYaa oW aOeMsa BC ILL 10.Opsf Jc ECT rnv avam"a aa,.vo"aN.caav iK. vAaF "m ba ra.ro,.mb Ior av aaNmo" fmmoi dr.wro, TOT. LD. 56.Opsf o/A LEN. 230400 EAST COAST TRUSS AwlmFh d.+a vaarr Paw F�aNa a.yra haikfra waapYnca atPOfaaakl�l w".way.aoa.mv"w��+TMh."d+.a�+.a.wro DUR.FAC. 1.25 JOB#:22111 5285 ST. LULIE BLVD. FT. F1FUS FL 34946 a. ayawavou D-WwarwkSInNi&«s 1908 NW 112th Ave SPACING 24.0" TYPE HIPS OFFICE: (M),IW-2180 EA, (T•.WO-63E6 ryr,ya�,yy��pbyF�y,����vMws: mvacC; yc�YF1 w1G�1=y=luaafa= Pompano Beach, FL PDF created with pdfFactory Pro trial version www.i)dffactory.com THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS Top chord 2x4 SP #2 Bot chord 2x4 SP SS :132 2x5 SP SS::83 2x4 SP #2: Webs 2x4 SP 93 , Special loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) T6 From 72 plf at -2.13 to 72 plf at 9.00 TC- From 72 plf at 9.00 to 72 plf at 14.33 TC- From 72 plf at 14.33 to 72 pif at 25.46 BC- From 4 pif at -2.13 to 4 plf at 0.00 `. BC- From 40 plf at 0.00 to 40 plf at 7.19 B6 From 40 plf at 7.19 to 40 plf at 7.48 BC- From 100 pif at 7.48 to 100 plf at 15.85 ' B6 From 40 plf at 15.85 to 40 plf et 16.15 BC- From 40 plf at 16.15 to 40 plf at 23.33 - BC- From 4 plf at 23.33 to 4 plf at 25.46 150 mph wind, 21.79 ft mean hgt. ASCE 7-05. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC 01.=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Member design & wind reactions based on both MWFRS and CBC. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 38 -2.07 9.00 TC 64 9.00 14.33 TC 38 14.33 25.40 BC 60 0.15 7.19 BC 60 7.41 9.15 BC 60 7.19 16.15 SC 60 9.15 15.92 SC 60 16.15 16.15 SC 60 7.41 7.41 BC so 15.92 15.92 BC 60 16.15 23.19 Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0. 1 71 50 4- 6 1963 2790 6- 11 1521 2588 2- 4 1982 2816 14-19 958 817 17-21 963 881 25-27 1960 2786 30-31 71 50 27-28 1981 2814 3- 5 2406 1693 7-22 2230 1569 10-15 948 1347 16-20 1017 1445 24-26 2411 1697 26-29 2401 1689 11- 8 739 520 12-15 127 89 12- 16 352 353 21-23 731 515 23-25 375 247 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.21" due to live load and 0.27" due to total load at X= 11-8-0. Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. Endpts Tens Comp 11- 13 1019 982 21- 25 1820 2586 5- 9 2415 1699 15.16 931 1323 6 8 378 242 18- 16 99 88 9' 5'4" 9' TTT 12 6 p 1 m 145 6 g3 III 1 s 6 to X4 25 �2X3'`-1 o :Ir v f B3 6 2 3 4X4(A2) n a 1 X4( ❑ 1 82 - 31 �11r 6 s 23'4" P � P 7'5"12 84"8 774 R=1716# U=1318# RL=377/-377# W=B" R=1716# U=1318# W=8" DESC. = C10 SEQ = 157230 PLT.TYP. WAVE DESIGN Cwr=nx=amREMM-=FMTb0%(oxvskm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.1667 FBURWBHHTTHO DWUMNNOT 0 INCLUUDDINOINGI Morris A. Shashoua TC ILL 20.Opsf REF "IMPOORTAANT" AALL CONMAACDTNONB THE INSTALLERS, f -o=at 8=1 I"( Cmpv�e Watt b-1 ftbTH d Q. CA)far WW P.E.0 nse # 9554 TC DL 16.Opsf DATE 03-18-2011 w.aneea PrW W perfwmbe oeae hoaae- lrmrara a WVMe kMmq bracing w eC54 uaea. oarm.awWee lap ea,aaa wr bar.wawN.mabed e:cbrr awaNrc..e bmd. w.r wihh°rOre er; �. � BC DL 10.Opsf DRWG r m b- yy ,rv�,�, um e'cai�Mb'e.. wrtimaPw ftpy au®..dw"am..beb..aeaee�.ut0ms .+®omwa.wae. Pefermm.wrosioxzkwmmaraPemw,m,. BC ILL 10.Opsf Jc ECT my e� cwrvwna caow tw. ahao mba re.w.kbe rw.m aerwwr nwrrm. awwro, xbr.' roo °®"`"`a ° ° �Q"� ''w" �"�°'`"�hp' °" TOT.LD. 56.Opsf O/A LEN. 230400 EAST COAST TRUSS A.Wonfia drrNp ar oaks PaP �'➢►h at.MY, xgk.Y..mghfw apaf..tat 1.25 JOB#:22111 .-s:ea ar. LUCK yT. FL 34946 wtww..w�ibeWawdNph.mrnTM.wwy.ha..aei.owa far ww roman I.fr rupwalbft afx, Uft DWow �HANUIM I8w1 1908 NW 112thAve DURFAC. SPACING 24.0" ITYPE HIPS .FICKj G-WID.210 . (772 oFncE: rrizhaa-".a.o eu:('mNca-wasr.r,,,b.�e"e,,,rm,„„v�,�,,..wfca;,....- Fk„rrer,m.,o y,o,ae+ase,m,;a� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD:Z2111 /ullU `Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #3 Special loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) . TC- From 72 pit at -2.13 to 72 IRV at 7.00 TC- From 182 plf at 7.00 to 182 pif at 16.33 . TC- From 72 pit at 16.33 to 72 plf at 25.46 . BC- From 4 plf at -2.13 to 4 plf at 0.00 BC- From 40 plf at 0.00 to 40 pit at 6.94 BC- From 110 plf al 6.94 to 110 plf at ll.67 BC- From 110 plf at l l.67 to 110 plf at 16.33 BC- From 40 plf at 16.33 to 40 pit at 23.33 BC- From 4 pit at 23.33 to 4 plf at 25.46 TC- 100.00 lb Cone. Load at 7.06.16.40 BC- 400.00 lb Conc. Load at 7.03,16.33 '150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, FRCP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Member design & wind reactions based on both MWFRS and CBC. Roof overhang supports 2.00 psf soffd load. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN CC) START(FT) END(FT) TC 63 -2.07 7.00 TC 57 7.00 16.33 ` TC 63 16.33 25.40 BC 88 0.15 23.19 Bottom chord checked for 10.00 psf non -concurrent five load. Deflection meets U360 live and L1240 total load. I HIS U1N(3. YKtYAKtU 6Y I Nt: ALriNr JUn U 2 Complete Trusses Required Nail Schedule:0.131"X3" nails Top Chord: 1 Row i@12.00" o.a Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each rowto avoid splitting. Maximum forces(per ply) Endpts Tens Comp Endpts Tens Comp 0- 1 35 25 4. 8 1758 2498 10-16 1873 2662 15.19 1757 2497 5. 9 2183 1536 9-11 2199 1547 14-18 2182 1535 18-21 2174 1530 10.12 315 448 12-17 583 410 rr%W MM. 1-1. 1-..1- 0 -T- I Endpts Tens Comp Endpts Tens Comp 2- 4 1768 2513 6.10 1873 2662 22-23 35 25 19-20 1768 2512 3. 5 2175 1530 13-14 2197 1546 7- 9 384 270 7- 12 582 409 17- 14 382 269 7' 9'4" T 12 10 171 B T 6 p 4X4(A2) io � rn Fa flxa( 23 �10' li 9 3 13 14 234" - N P 23'4" R=2807# U=1975# RL=321/-321# W=8" R=2807# U=1975# W=8" DESC. = C11G SEQ = 157377 PLT. TYP: WAVE nesiG4Cw FBezwraes PI-z rmroox(O%YSR QTY= 1 PLIES= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=O.1667 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 Mortis A. Shashoua 200 Sf REF "IMPORTANT" FLIRNISH THIS DRAWING TO ALL CONTRA=RS INCLUDING THE INSTALLERS, P.E.0cense # 19554 TC LL .p DATE o3.1e-2D11 fQ-0.�= BCa(an'mnc -x SOrVW:OgWrV.�rn by1mhFM�vi,MWibmiq.CA)f ddy TC DL 16.Opsf "n•,, w-duapd. . ed"mbamweba.0em, I.dkv„fmrP„a,.k pmmvb:«IMWBcsl " �rTdcerhm arrem L= ae,1`�(wp ' WA and e�r°a BC DL 10.Opsf DRWG nm� ,r.rlma becmv b.>akd per BCGl teetlunMll7 ar B10, aeapplubb. Pppy phteameach race of bm and I+"�+>,b"nabaw um en fM Jdha oe+i4 i+icv n"rd ada.w,n wwMnd4v BC LL 10.Opsf Jc T wi,.q"mw myBuanm Growme..haraaeeSVM1.af>.:.,rMV,WiphV,Ire bfmv, wow "'°"`�da �" °"" ""5 I�'t'""b °''"°"re'I �°" TOT.LD. 56.Opsf O/A LEN. 230400 AwYonfA Ards a caw g7a1rfh0 Ptadt•Ma, gdaaYa woptno� �fxutwwd DURFAC. 1.25 JOB #:22111 EAST COAST TRUSS ra.war.w�d�bkr�.ar.mn.mw.TMwrcve.va..arna.wro 34B46 Ar„' �btcta. hh mpa�Yy dN dYfra t>Wprf rarAf✓sVIPI t Baal 1906 NW 112th Ave SPACING 24.0" TYPE HIPS 5-185 LOGE 6-21 R'. : (77E FL oFprrE: (neyGG-idse PS[: (77aNGG-G1.'AS Fma„�a,pb.�,�,,, o,,,,m „e„�; rrvvsca�b-aC01CTM: Vfr-% ,.,,nrM„",,,,„,,, 1-f� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactorv.com w Job: 21111 / UUlu -Top chord 2x4 SP #2 Bot chard 2xB SP SS :B3 2x6 SP #2: Webs 2x4 SP#3:W8, W92x6 SP #2: -.W102x8 SP SS: Special loads -(Lumber Dur.Fac. 1.25 / Plate Dur.Fac,=1.25) TC- From 72 plf at 0.00 to 72 plf at 11 A0 TC- From 72 pif at 11.00 to 72 plf at 22.00 BC- From 40 pif at 0.00 to 40 plf at 2.67 BC- From 40 pif at 2.67 to 40 plf at 9.00 BC- From 40 plf at 9.00 to 40 plf at 10.00 BC- From 40 pif at 10.00 to 40 pif at 22.00 BC. 2351.91 lb Conc. Load at 2.40 BC• 1964.50lb Conc. Load at 4.40 BC- 1853.37 lb Cone. Load at 6AO BC- 1697.95 lb Conn Load at 8.40 BC- 1604.26 ib Conc. Load at 10.40 Negative reaction(s) of -2501# MAX.{See below) from a non -wind load case requires uplift connection. ('") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. '150 mph wind, 21.79 ft mean hilt, ASCE 7-05. CLOSED bidg, not located within 4.50 ft from roof edge, CAT 11, EXP C, wind TO DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and.U240 total load. + PURLIN•NOT + THIS DWG. PREPARED BY THE ALPINE JUB Utb"n3NEK f KUUKAM rKUM IKrJaa MrK b LATUU r 2 Complete Trusses Required Nail Schedule:0.131"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts MAY BE USED FOR (2) 0.131'4" nails ON THE BOTTOM CHORD ONLY. Maximum forces(per ply) Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 3- 6 1125 3095 6-14 1330 3647 14- 16 485 1307 16-17 1127 435 17-25 1430 550 1- 3 1113 3051 24-28 3266 1227 28-29 3328 1276 29-32 3111 1101 32-33 3062 1052 4--8 2714 980 2- 4 2719 986 5. 7 76 52 7-11 897 330 11-13 3271 1180 13-15 3114 1128 15- 18 914 335 9.12 4174 ' 1495 20- 21 527 1421 23- 27 667 1783 27- 30 942 2751 30- 31 943 2749 31- 34 928 2739 7- 10 872 2276 14- 13 2187 731 14-15 837 2304 16-15 2522 955 16-19 899 2438 17-19 1268 422 17-22 492 1255 22-26 2717 1004 26-27 1846 4884 28-27 175 1193 27-29 188 224 29-30 106 0 T12 _04 4 JI 6 l7 1161 r� g5X6 14 04 8 12: Lo =2X3 J �3X6 Al 3 Jll , v 13 15 ® �12 ae ; �g7X8 1212 12'4" P 1--;: �4- 5'4" 0 3X6(A1) to 3'2 B 11'4" _30. "w,drJ 12' 22' R=3219# U=1195# W=8" R=107/-2501# 'RvF763# W=8" R=11218# U=4453# W=8" `-DESC- = D01 G SEQ = 157306 PLT. TYP: WAVE oesraNcnmFMIomaesrMi Frrm"arrmrySR QTY= 1 PLIES= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.1875 "WARNING I" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 Morris A Shashoua TC LL 20.0 Sf p REF ' Tn.ee.""IIMMPO� F BHHTrIaDR N0�.000NrRA0TORaINOLUDINOTH:INSTALLERS, rmwm"mw`. .rarsiraarnmconv rnsarrcrrm�mrtibyl%wWrrnirwurdy P.E.Ucense#19554 TCDL 16.Opsf DATE 03-18-2011 - pa�eu. wr=r m vur..r+na mme n„ru"rs rw�o mw c� mrw"ry a."rra w acsi. u,t.. roce.m",wea,wuom rr"r wee ww"H.m� nrrdme+.u.na bm"",�rom ro'm BCDL 10.Opsf DRWG m.y,ECT r,�ax, d,"rhawbr.c gpeecsrrecm.alwo e,0.u.rok,bra Mevrmt,mrxxmee mam.dmw�aDe Zt..r.ew.wa,.Woae rt<r"rmerwro"reuzr.re+wravueo=rmn BC LL 10.Opsf .Ic my ewwre eryr�,ea ccaow uc. mm bbe rm r> av m�ad,ea,:w. er.dre. a mxor wb eeeras rn caumreRo wmuavrrr L m kr n�,raua..NCWro. Tan TOT.LD. 56.0psf O/A LEN. 22 Awlon Fh chap aroow pp Mlap lhQaWp XMoYw worpbrw+otpoMlad DURFAC. 1.25 JOB#:22111 s_' EAST COAST TRUSS w�tar..w b�bar.a + TM+reue.mwaH.am+�o fOFFI5T. LUCIE FT. PIr110E EL aiaie rar.rya,ean Ytr rnpon EYpr ar. tWre b.9Or w MSVIPII t .e 7 1908NW 112thAve SPACING 24.0" TYPE MONK oFvrce: m.kcc-xreo FSC: f7;<'lres-aaaa G-21 Fnr,mw�..ewpb•:�acda,m,rmc mveca:mts6ss.csmmr;rmr�c�wr�v�rcG.w.sua.eas"atc.� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com r J00: 1L711 / UUL Top fiord 2x4 SP 92 Bot chord bA SP #2 - Webs 2x4 SP 03 :W4 2x4 SP SS: 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC ,DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 60 0.00 11.00 TC 75 11.00 22.00 BC 30 0.15 2.67 Sc 30 2.18 2.18 BC 15 2.18 3.46 ' BC 15 2.67 3.46 BC 75 3.46 12.33 BC 75 12.46 12.33 BC 30 2.67 2.67 BC 15 3.46 3.46 SC 75 12.48 21.85 11' =4X4 1® 12 12 6 p C12X4 20 3 © =3X3 19 =4X6 12 13 4 m =3X4 AN THlb L)VVG. NKLVAKtU t$T I r1t ALYINt JUIJ urolu IVCK r'Kl-A. m r mum imuoa Mr-11 J LHT Vu l Ma)dmum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 6 643 677 6.12 577 621 12- 16 481 388 1- 3 464 536 15-19 532 283 19-22 432 271 22-24 454 349 24-25 313 344 4- 8 450 391 2- 4 613 568 5.11 135 25 11- 13 560 371 13-18 330 158 9.10 475 374 20.23 279 304 23- 26 280 403 12- 13 590 483 13-14 785 503 14-17 547 969 19-21 612 1037 20-22 586 471 . Member design 8 wind reactions based on both MWFRS and CSC. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.29" due to live load and 0.58" due to total load at X = 16-11-10. Deflection meets U360 live and U240 total load. MWFRS loads based an trusses located at least 10.90 ft. from roof edge. a 3X6 12'4" II (R) 9.8. 1 9'9"12 H 1'11"8 8'6"4 22' R=545# U=447# RL=308/-308# W=8" R=330# U=347# W=8" R=1584# U=1012# W=8" DESC. = D02 SEQ = 157231 PLT. TYP: WAVE DESIMCwT-FUC=MMU4-2=Frrm=ox(axvscm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Morris A. Shashoua TC LL 200 Sf p REF -' "IMPORTANT" FURNBH TNO DRAWING TO ALL OONTRAOTOR9 INOLUDING THE INSTALLERS. rmmlmwea'm�m iers(is�rimO Caw s;rMm(ma wicyri P.E.Lloense # 19554 TC DL . 16.Opsf DATE 03-18-2011 mardaawmrrapmf-im9-f--d- bw-k-d pprodmft-p-rrl<aalrawBCSL wdaa mind "dr w.e, pehmd cur haw prW.V a -.9 d..NM w rwma dad cur prepmlr-Jod rigid retry. Loem ed-forp=��rreo-w of-b, BC BC DL IO.OpSf DRWG 1 l YiyY 9iY: 9 cur haw l poa hmar l I'+af BCSIl-o rorl or, JW a e1r ur ap mobil. d=W pla9ea b uN fam altrrh bpwgmaehaWshow udaOn. B7 r010,, raiam roled Apply Reimbdrawrye l�Zfar sf.dmd pldo peabmra BC LL 10.Opsf Jc EET' 11W edl*g Cmf ofgft 0n4Im, W rot be mporailo for ari, de MM from dap dnWnp, mtrriryo=V. Q-r in cWaaame Wlh Atf5Vmr 1, or for h-&Q. NPPft. hw Won TOT.LD. 56. pS O/A LEN. 22 EAST COAST TRUSS �awf.IH.a.waarm.rrrwFareH.�.r�a ����� 1.25 - 5285 Sr. LKIe DLVD. IT. PIERCE FL 3494G ra..dro".w.�v.Yirba+■a.ro�w.n».r�v.reWwH�e+y+ro fa wV amain Mh mpuftlft dt o &MM Dwlyry W AWAnM l eap.7. 1908 NW 112th Ave DUR.FAC. JOB#:22111 SPACING 24.0" TYPE SPEC OFrILE: (n2t1GB--2f80 FAM (mi1GG-GSBG Yw nae bdmno6maea Hapb'apereNrMa peps end ar se veb alga: rnYeax lr,�re= Tw:num�swrue�fe�,,.,".raamf".«e Pompano Beach, FL PDF created with pdfFactory Pro trial version wwwpdffactory.com Job: 22111 / D03 Top chord 2x4 SP SS :T3 2x4 SP #2: Bot chord 2x4 SP #2 :B2 2x4 SP SS: ' Webs 2x4 SP #3 :W3 2x4 SP SS: 150 mph wind, 21.79 0 mean hilt, ASCE 7-05. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC OL=5.0 psf, wind SC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) ' TC 75 0.00 9.00 TC 48 9.00 13.00 TO 120 13.00 22.00 I BC 30 0.15 2.67 BC 30 2.18 2.18 BC 15 2.18 3A6 BC 15 2.67 3.45 BC 106 3.46 12.33 BC 106 12.44 12.33 BC 30 2.67 2.67 ' BC 15 3.46 3.46 BC 75 12.48 21.85 47 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 3- 6 704 699 6- 14 228 232 1- 3 504 551 12- 16 631 354 16-21 542 312 22-24 542 349 24-26 466 383 26.27 355 410 4- 7 493 473 2- 4 659 662 5-11 619 334 11-15 160 0 15-18 159 0 8- 10 510 444 20-25 340 344 25-28 317 420 13- 15 296 0 13-17 810 1086 16.19 717 1084 20-24 665 543 Member design & wind reactions based on both MWFRS and C&C Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.33" due to live load and 0.62" due to total load at X = 3.5-8. Deflection meets L/360 live and U240 total load. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. 9' I- 4' 9' =5X8 112X3 --3X4 1R 1 P 8'6"4 R=498# U=396# RL=252/-252# W=8" 22' R=1694# U=1214# W=8" 9'9" 12 R=267# Rw=311# U=297# W=8" DESC. = D03 SEQ = 157232 PLT.TYP: WAVE DESIGN owt-FBam,Resrmr•20()2FMm-0%(D%YW) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS ORAWINGI "IMPORTANT" FURMSHTHO DRAWING TO ALL CONTRA=RS INCLUDING THE INSTALLERS, Morris A. Shashoua P.E.0cense # 19554 200 Sf TC LL .P REF DATE 03-18-2011 cup• a hiECT" EAST COAST TRUSS UYBS Si. LUCIE G-21 fT. PIEBC61G 34 G oFprce: (neµoc-:feo eu: (rr:)Ico-assB hisse.rcWma�dm••.-In fabdn9re,raMre. ddpWre.IrWBre bd braclre• RdlaW fakwbe ba edNon of BCSI (BJtlbg C=M��fdf Im«mmn bi 1w w curt.) fw ®fey Wwd- prW b,W-fre flue fm§- bsf = Nat wwMe knPerary baclre W SCSI. lbbn rood olherWee, by chord dW haw prwwy aUdd atr, -! d alNre W by Nod Nalhwopmp"NaUhWriadeeenrttm.wfmpe-witbborestdiNdnba Appypbeb fae dwWpern"NabwWn Jpaerksed oWw P1"w rrwMarboayddapamBada nthik-. bid ft1w bnW,ANSfPI 1, oa vNN, Npfre, Ib- evnPeemdpu.apwp �.wmm ar for try d..b-YBr wrpoaabapf dh bakV aael®v WANS ripl l Beet Fm-lofom.em-edabb'a g.-In papa-111- ,b awe: nwB=nmLW'WLzi=7PI: R[p:WICJeyrysti{bh1,ndY c=I=Vm1ccure.M 1908 NW 1121h Ave Pompano Beach, FL TC DL 16.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 56.Dpsf DRWGff Jc O/A LEN. - 22 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" TYPE SPEC PDF created with pdfFactory Pro trial version www.pdffactory.com JOD:("L1111) / UU4 .Top chord 2x4 SP #2 ` Bat chord W SP #2 Webs 2x4 SP #3 160 mph wind, 21.79 fl mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50It from roof edge, CAT II, EXP C, wind TC ,DL=5.0 psf, wind BC DL=5.0 psf. W--1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 47 0.00 7.00 y: TC 54 7.00 15.00 TC 51 15.00 22.00 BC 66 0.15 21.85 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpls Tens Comp 3- 5 1286 1682 1- 3 1081 1654 6-12 1324 1426 12-16 1325 1426 15- 19 1315 1675 19.20 1083 1637 4- 8 1415 966 B-11 1426 964 2- 4 1471 1150 10-13 1426 964 13-14 1426 964 14-18 1414 962 18-21 1477 1175 7- 8 258 0 12- 13 290 222 17- 14 298 109 Member design & wind reactions based on both MWFRS and C&C. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.00" due to live load and 0.20" due to total load at X = 18-0-7. Deflection meets U360 live and U240 total load. Fes-- 7' 8' 7' _-4X6 112X3 B�4X6 - 1-2 1W 12 T sp 1 0 i9=3X4(A1)���I L��QJ� 1 r� 0 =3X„A7) II`1'I�i�l I a3 tl �11,4•, ® 1a 13 14 12'4" 12X3 =3X4 112A3 1112X3 9'8" — 22' R=1099# U=844# RL=196/-196# W=8" R=1062# U=848# W=8" R=303# U=256# W=8" 'DESC.= D04 SEQ = 157233 PLT. TYP: WAVE DESIGN ewmFaaGmREWTM ozFmmoxtD%vs(o) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 -WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ""IMPORTANr" Moms A Shashoua TC LL 200 sf REF FURNBH TK5 DRWNG TO ALL CONTRACTORS INCLUDING THE INSTALLERS, f.W ftbm�"iecsi (e"uvsac v ++s;r 'oormamn brm.ea1N�'rW�ri d P.E.0cense # 19564 TC DL . p 16.Opsf DATE o3-18-zo11 Pmedeaa cub,bRe,� "ne„dMIh—fr,re. ,,�r t..,�„r R,m m,me„rn b—IN W Best Urk= Nfed oMW=, bp claalai I d PrWA1e hed mlehaal WmaNN mat Oodmn chord aw "haF�oP>l/N. ahchcdrlOdealaHdl ncm.fu Pmrer"rabWWmbaU fv,,W BC DL 1 O.Opsf DRWG .:Ay i�niyvECT e1v u charhaw Er^cU9lmblydw8CS1wcd sea B7m B10,=aPPir,WAP*PbksWeehface Jc P/mm W Pc+Pom=alwn show W m h Jaid Debih. uic=Nfed emmwaa erec todraWNel�F2farmrdam phb Posnm.. BC LL 10.Opsf riW nto cerryeeeman cWhn. anarnh Ee SVTPI 1. far a"r ft. di#ram mm rim cry mtaa m wn e,e ew m �eafem.a�e WmANBU1P1,, m fer namrN, wPPka.l eamam er.aNamaw. TOT.LD. 56.OpSf O/A LEN. 22 Arlon M ia,kp voavr f41,l4plNa d<aMn0. trdPWa acoapYnoa of+a�x1•I DUR.FAC. 1.25 JOB #:22111 EAST COAST TRUSS torryfeuoy.r#tir.ponde7p ar.amat>)wuav#w1Bpol 5283 Si. LaC1E BLVD. FS. PIERCE CL 34846 MICE, (772)1GG-2100 RL4 (i7-'}1GG-b02G Fa odapD'a 9ea'+e1 Nba Pape mdQ®eYCOd�: nl.,..,,,,,fte =TM: ��icu.,.�,,,J� f"_O1O 1908NW 112th Ave Pompano Beach, FL SPACING 24.0" TYPE SPEC PDF created with pdfFactory Pro trial version www.pdffactory.com i Jbb:(22111) / D05G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 :T2 2x5 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W2 24 SP SS::W3 2x8 SP SS Special loads -(Lumber Dur.Fao.=1.25 / Plate Dur.Fac.=1.25) • TC From 72 pit at -1.13 to 72 plf at 5.00 TC- From 152 plf at 5.00 to 152 pit at 12.64 TC- From 72 plf at 12.64 to 72 plf at 17.00 TC- From 72 pit at 17.00 to 72 plf at 23.13 • BC- From 4 pit at -1.13 to 4 plf at 0.00 BC- From 40 plf at 0.00 to 40 pit at 5.03 BC- From 92 plf at 5.03 to 92 plf at 12.03 BCC From 40 pit at 12.03 to 40 pit at 12.33 BC- From 40 plf at 12.33 to 40 plf at 22.00 BC- From 4 plf et 22.00 to 4 plf al 23.13 TC- 200.00 lb Cone. Load at 5.00 BC- 100.00 lb Conk Load at 5.00 Member design 8 wind reactions based on both MWFRS and CSC. Deflection meets U360 live and U240 total load. T 12 IT 6 {� o=3X4(A1)_� iV 1 Z, o/ Mapmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0• 1 36 26 4- 8 1248 1773 2- 4 1245 1769 6.10 461 324 1D-16 459 323 15.19 624 280 22-23 36 26 19-20 489 305 5- 9 1532 1078 9.11 1566 1102 3- 5 1653 1093 13-14 239 290 14-18 228 290 18-21 220 420 7- 9 572 402 7-12 1505 2139 10. 12 670 925 12- 17 796 664 17- 14 181 97 150 mph wind, 21.79 R mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffd load. . In lieu of structural panels or rigid ceiling use pudins: . CHORD SPACING(IN OC) START(FT) END(FT) TC 50 -1.07 5.00. TC 120 5.00 17.00 TC 75 17.00 23.07 BC 61 0.15 21.85 Bottom chord checked for 10.00 psf non -concurrent live load. T2 � 5' 12' S' �I 1117X8(R) 1114X4 /II6X8 R) II�I�dF�il , 10 1 M Lu 1112X4 12'4" R=1083# U=946# RL=205/--205# W=8" =2X4 A1) m =f-I V3 1 T 11'4„ 22' ^i R=417# U=802# W=8" R=2402# U=1690# W=8" DESC. = D05G SEQ = 157343 PLT.TYP: WAVE DESIGN our"Fac0D7TMSrrn-zoQ2Frmr•ou(krsysm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.2500 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING] "IMPORTANT" Morris A.Shashoua TC 20.E Sf REF FURMSH THIS DRAIAANG TO ALL CONTRACTORS INCLUDING THE INSTALLERS, T rcwre eroo--mr.Wooffm wmna, Np0m,b tAN ,db aro. wfe to , ratowme m¢stwmm or BCsi (Buil+ a ConVoeet sorely bamrwmr4 by TPr ord Wna) for „rery P.E.License # 19554 p TC DL 16.Opsf DATE 03-18-2011 p.,aeaeePrior mPerromimPnmn mof=lor> ImWmdWFWdeIo"obr=1wPerBcsL uYrs,nme oO,erW", mP alnrtl ahat have property emcicd,tr,eer,l dvsNre erN boean ehortl t BC DL 10.Opsf smi.r� DRWG in pamix;•� ,wrmveMx I PQrrOBrsiea.am.m,e`'iofetorgpemercreteoryr"be�mavem amw,mp WmmW-ri eb�mme,a�Dee%,�-dmwsa ,paM &WtodmwnPel6oaxfor,t,ne,meramPaamxa pri BC ILL 10.Opsf Jc ECT ftd,enr,ee de.Appy mya:bsrn ki fthamomwrm.chatrokber=wr�mr>ernaeik,am *V,b w- abmaire'mm "e�b'°'"`�" Wm ''°`� 'A'`"°°�`q'r"b°'m TOMLD. 56.Opsf O/A LEN. 22 A wYan M dram aoawr Dtw tiBV 9d,O�Mp, tnaprw eootPlrm apoOworrr DUR.FAC. 1.25 JOB #: 22111 EAST COAST TRUSS .mm.4arwwn,bmatoWarrdwpnrow�ttimwtYNrdwaN.a�ww B=B6 sr. r.BUE BLVD. Fr. vrEncE FL 3+9+6 f0"ro1°1°b'�Nn'm'p°"o>opratl"�tra°'.q"rnrtvavrwts,°'7' 1908 NW 112thAve SPACING 24.0" ITYPE HIPM OFFICE: r772)t6G-2180 e.U: (Ti2)t66-5= Far mvm imm,et- ayalen'e ee�rcc. pwe.rm me eves rmc rn: mverle awrrxrcc:.....-r«oreara Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JUU. ee 11 1 y GU 1 -. Top chord 2x4 SP #2 Bot chord 2x4 SP 02 Webs 2x4 SP #3 :W4 24 SP #2: ' 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT U. EXP C. wind TC DL=5.0 psf, wind ,-BC DL=5.0 psf. Iw=1.00 GCpi(+/.)=0.18 . Roof overhang supports 2.00 psf soffit load. . In lieu of structural panels or rigid ceiling use purlins: CHORD - SPACING(IN OC) START(FT) END(FT) TC 75 -1.07 5.33 TC 18 5.33 6.67 TC 40 6.67 10.00 BC 67 0.15 10.00 l HIS UWU. NKtNAKtU 13Y I Ht: ALVINt JU S UtSaiNtK YKUUKAM YKUM 1 KU Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 36 0 4- 7 967 704 2- 4 786 706 11- 14 32 26 5- 9 565 977 9. 15 599 1038 8- 9 269 166 9- 12 212 69 12- 15 1181 672 Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.D0 psf non -concurrent live load. Calculated vertical deflection is 0.02" due to live load and 0.04" due to total load at X= 2-9-3. Deflection meets U360 live and U240 total load. 5'4" 1'4" + 3'4" B r4M(R1 N4X6(SRS 1® Fall 1113X6 12 fffl 6 p LW o rn 2X4(A1) fn W4N M 13X6 R 11'4" =3X4 _,0 R=655# U=1113# RL=4701-130# W=8" 10, 10, R=546# U=888# W=8" Endpts Tens Comp 6.10 1081 638 3- 5 590 1158 13- 16 298 122 `DESC. = E01 SEQ = 157234 PLT. TIP: WAVE DESIGN CRrr sr1-1-2=Frmro0x(axystm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING I" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" Mortis A. Shashoua TC LL 2O.0 Sf REF FURNISH THS DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, flbwae hle�Lre IedElw o1BCSI(WWI,,Cr,,—iS fdy hind^ by TPl amidV=A) fmafery P.E.License # 19554 P TC DL 16.Opsf DATE o3.1 a2o11 npy-y, u wactices prbbperfpmirg arm furctlwa bWale„dvl,rodde k„p,nr/b„ Irp W BCsi. ==d "OorWm, bn chord and haw prapeay aaached mucb.d.hmfluM W boeam ehad h P—,prap,1j t,,MdrTgWwM. Iaduudh fwrbrnn Ww Wr.mvK"fxebe BC DL 10.Opsf DRWG n r.h --EC ahal haw br Im lradl per=1 eedvn 8% 87 w BID, m p ,.bh MW/Dhm beach face d0— ap..%. ad—ab— ,da ftMt Deb rd n.r d teW- RWf d.WroISxxf.W ftdphhpwiean BOLL 10.0psf is T maBWlergCnrPw G.Wirn.abalDafeare,pnWhbfar.rndevd.f ditd,.&r amr bilge b b�tld ei" bus n aaammepaa we.AlSVffl,, > far lopolnD, Wpphp, uwbaa„ 6 braebgabrssea. TOT.LD. 56.0psf O/A LEN. 10 EAST COAST TRUSS AaWan,lta dteNri aowarpw wRMaOM�Y,►rdlaaba woapYrw apofa.lar ■ehwbgrwpwaBityaolpdtwMadarp dwn Th.+i67yrdwaNarl+Wro DUR.FAC. 1.25 JOB #: 22111 5283 St. LWE BLVD. }S. AEBCE FL 34916 a w fm ob..Iar. faape aw ISY! p Daa17 Y ryf A,15VIPI t gaol 1908 NW 112th Ave SPACING 24.0" TYPE CONIN OFFICE: (772)166-21e0 FAM ('/7211D6-d330 tarrom wamoem amw. pe'a pa:rd roes papaweveace dha: MVB= ,,p„pceca"a7":y ,ppl;WRJl•—"rd— ..1CCxvm:ba"ream Pompano Beach, FL PDF created with pdfFactory Pro trial version www.l)dffactory.com JOD: 1L111 / tUL �• Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W4 2x6 SP #2: 150 mph wind, 21.79 fl mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wind TC DL=5.0 psf, wind f BC DL=5,0 psf. Iw=1.00 GCpi(+/-)=0,18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. -Calculated vertical deflection Is 0.02" due to live load and 0.04" due to total load at X = 2-9-3. Deflection meets U360 live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Mapmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 36 0 4- 7 1067 705 2- 4 889 707 6.10 1141 671 11- 14 8 22 5- 9 565 919 9.15 599 1101 3- 5 591 1096 8- 9 247 118 9.12 283 83 12- 15 1328 701 13- 16 177 77 Member design 8 wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -1.07 5.33 TC 36 5.33 8.00 TC 24 8.00 10.00 BC 69 0.15 10.00 S4" 2'8" 2' v,4X41(RI 114X6(SRS 12 1� 1� 6 p ut2X4 W4�Fa c� ' 1113X6 R =3X4 ❑9 10, 1- — 1'1"9 1 10, R=655# U=1153# RL=322/-149# W=8" R=546# U=902# W=8" DESC. = E02 SEQ = 157235 PLT.TYP: WAVE DESIGN DRn"FEC20OMG Ft- FTrm•0%(tntvs(a7 QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING I" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" Morris A Shashoua TC LL 20.Opsf REF - FURNISH THS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, T teRWe e9 -a In rabrledrg, twdrV, WPW:6. fi Lftn 1brad:9. Refer to we fohwtfe hfest eANm: of eCSI (au'm:e farponont Wei WomWby by 7Pt and MCA) For wtey P.E.Ucense # 19554 TC DL 6. pS DATE 03le zo11 "u��a�w � �.w hm 4= „ang andbbm � ` DRWGBC .tw �a.aaFery aaxtrs ryw emre. taa.m.ww:rar oa, ntawramdKar�n. . DL 100psf yyaECT ttw �of U:ef—a eM dM�.Ww�n a�bawr—�on.BJeOff,BID,- vieeswwroa$k ry;,yyph.ao�nrKa R<ram°�'^�''«'�°� BC LL 10.0psf Jc nWeetob ld ftiai6n Irc.chatmrbartapwe@b for ei ing. snpkv. us tdon L bmhv of!n 4tta tr, ewdamvrco Wtl,ArSViPl 7, a for toMlN. WVW�V. I�aPaCm TOT.LD. 56.OpSf O/A LEN. 10 )SAS') COAST TRUSS Audmtrae..ra«ow«�.Kuvma rry ••a.�wa.arv«.wr DUR FAC. 1.25 JOB #: 22111 e_ES 57. LWE DUD. IT. PIEGDE FL 3iBiG a.ar.a�+.r...�r.os,yarm.tr�sa,o..e.rwuawwta,a� 1908 NW 112th Ave SPACING 24.0" TYPE COMN oFncE: rnxhcc-zfeo ea: (:7:Mu-E-,c Far fora,ncCon.eaeisbyl0amd,w.wm+edeve.aydts �eMw«aSrameaaaarm:n !oft�am:wrtww..waw,." arfccr«,w,a"raa,a Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: LCI"1"I / Cu3bC Top chord 2x4 SP #2 Bot Chord 2x4 SP #2 Webs 2x4 SP #3 / '?Rl Slider 2x4 SP #3: BLOCK LENGTH = 1.500' 1MI plates are 2X3 except as noted. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TO 75 -1.07 5.33 TO 63 6.33 10.00 BC 76 0.15 10.00 Deflection meets L/360 live and 1-1240 total load. IKIS UVVu, rKtrAKCU Or IKC AI-rIiVC juo UCJIUI- rKuu KAM rmuiw IKUJJ MrKo LALVUI Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D• 1 36 0 4- 6 990 710 6-10 1153 645 2- 4 965 735 8- 13 1208 655 13- 17 1049 677 5. 7 581 765 7- 11 579 751 11-12 579 751 12- 16 586 769 3- 5 584 802 6- 7 370 60 9-11 293 480 13-12 357 56 150 mph wind, 21.79 it mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpl(+/-)=0.18 Member design & wind reactions based on both MWFRS and CBC. Bottom chord checked for 10.00 psf non -continent five load. Calculated vertical deflection is -0.00" due to live load and -0.02" due to total load at X = 2-2-1. 5'4" t 4'8" =4X4 i © 13 12 6 p :- XMPX6(E5) k'=2X4(A1) �jfL I�f ix DO m� 11'4" 5-11 12 1 10, 1-- 111"9 10, R=655# U=1165# RL=176/-179# W=8" R=546# U=878# W=8" DESC. = E03GE SEQ = 157236 PLT. TYP: WAVE oeslcacwn. sn4- Frmr-e omjiscm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING[" REM AND FOLLOW ALL NOTES ON THIS DRAWINGI Morris A. Shashoua rdowm" "IMIMkP"mOmR"roArNekTs"ltPeOurrMnIScH wwS CsR.�0 L CONTRACTORS THE INSTALLERS. P.E.License # 19554 TC LL 20.6 Sf REFHeNm�'4LrmadwrrwxfaektY TC DL 16.0psf DATE 03-18-2011 Rawl" mkar b p wMM er., h..eo"4 IaCka d.r aoV.& b,Por.ry badro w eCSI. d'dw l-p-W c` rVdc�mrM dwla,ba"beb.WdWBCSltn°�uJw.'a���,rwpem�."w� :hy yv n�:w•, .m' aeae7.81%.ncrsuaApply vW.b—hf.rs BCDL 10.Opsf DRWG adama.wa¢a�m4zrarmw'd Eum naao". BC LL 10.Opsf .lc my etyma c„'w"ti oa'y u.. dw m b.'aw.mb r>.'y a,wew, fI,",mx. eawro. a,v rdLa, b bin e. cum b aado",.aoa WMUSIrrPI r, a roc ha,dW, wEp'y, babe," sb.:xre.rm,s,.. TOT.LD. 56.0psf O/A LEN. 10 A.IIYmH. dmkp at o,wr i•R• r�anre„av, In9orr..a..Prro. dp,nnlaflY EAST COAST 'L'HI;SS rd'.rkrok.ro�•�vewr.rha�vl.� TM.a�end.I+e�.mrH.e�I+o M. DUR.FAC. 1.25 JOB #: 22111 ror am 211, . Yh r.mo.%ft dW&Aft D.W—WAISVr IUGA 5=83 LUCIE OLt9. ET. PIERCE I3ibd..d. Ka ,� „,d e6— vebdu>< 1908 NW 112th Ave OFFICE, � (nzNcc-^.tbo au:(vrHCa-as;6 fo°•.,',,,.,,Icc„„w.,«®m,,, Pompano Beach, FL SPACING 24.0" TYPE GABL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZZI1 7 / MU-1 V 'Top chard 2x4 SP #2 Bot chord 2x8 SP SS - Webs2x4SP#3 Special loads }-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 72 plf at 0.00 to 72 plf at 3.74 TC- From 72 plf at 3.74 to 72 plf at 4.93 TC- From 72 plf at 4.93 to 72 plf at 8.67 BC- From 40 plf at 0.00 to 40 plf at 0.67 i• BC- 287.19 lb Cono. Load at 1.09 - BC- 3935.33lb Conc. Load at 3.20 BC- 2019.16lb Conn. Load at 5.06 BC- 1903.94lb Cona. Load at 7.06 150 mph wind, 21.79 It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. her--1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use pur ins: CHORD SPACING(IN OC) START(FT) END(FT) TC 46 0.00 3.74 TC 14 3.74 4.93 TC 46 4.93 8.67 SC 101 0.15 8.52 ,Bottom chord checked for 10.00 psf non -concurrent live load. + Calculated vertical deflection is 0.05" due to live load and 0.09" due.to total load at X = 3-4-2. Deflection meets L/36011vo and U240 total load. ora DESC.= H01G PLT. TYP: WAVE I u-v1 ETmEAST CS 6-2113 ST. LVUE BLED. M PIERCE FL 34M OFFICE: (m)aso-2100 F.LC (M),IeB-6M DESIGN cwr=ranamar snag -=a I HIS UVVU. NKLVAKLU UY I tit ALYIIVt JUr3 U 2 Complete Trusses Required Nail Schedule:0.131"x3" nails Tap Chard: 1 Row @12.00" o.c. Bol Chord: 2 Rows @ 3.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolls.MAY BE USED FOR (2) 0.131'4" nails ON THE BOTTOM CHORD ONLY. Maximum forces(per ply) Endpts Tens Comp Endpts Tens Comp 3- 5 2416 4013 5- 7 2385 3976 10.14 2327 3893 14-16 2367 3942 6.13 3176 1900 13-15 3519 2104 5• 6 32 24 6- 9 1805 1074 MUM I KUSS MYK'S Endpts Tens Comp Endpts Tens Comp 1- 3 2410 4006 B-12 1900 3176 16-17 2372 3953 4- 6. 3571 2140 2- 4 3565 2141 15.18 3490 2092 11- 13 1594 928 14-13 48 24 Imo- 3'8"14 174 3'8"14 �( 1 12 1112X3 6 p N =4X6(A L� J a 1 R=1407# U=2639# W=8" ig bsdaletl pa BGSI-••da6 B3. BT a 310. a a ap MPNGabb"ach- :111ar188 atpve above" m cis: 3oht Debris, IFiesa rot 1oNeMa4 ra 160AzfW mrdard pile poso- :-pa [rap I..sW Mba reapaeBie 1a mW Ee,14. rma V" M,ft, IN me bus In -!a WIS IUSVIPI 1, a ra bandep, dippb,y, hwbld n toa 16. pear Pw McNad M , kdkd. cwpYnbsaPoMYonl skft biMP �b�Nm�r alYLaDwTMara N gW8dsa3 � Fa macI TPI; saslb-pond nob papawrim I die•: mveut...w.xW*e_"aK m:Bmx�Lam:wrru....�.NIw�-«,,.eo.- Icc: -rp.ffi L�J � =5 6e 1 PLIES= 2 TOTAL= 2 INBTALLERB, PDF created with pdfFactory Pro trial version www.pdffactory.com I-2 _ '14 8'8" 8'8" P.E.Ucense # 49554 1908 NW 112th Ave Pompano Beach, FL R=4710# U=2804# W=8" REV. 10.02.05.1129.12 TC LL 20.Opsf TC DL 16.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT. LD. 56.Opsf DUR.FAC. 1.25' SPACING 24.0" SEQ = 157281 SCALE=0.5000 REF DATE 03-18-2011 DRWG JC O/A LEN. 80800 JOB #: 22111 TYPE HIPS . JOD: LL111 1 NULIi Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Special loads .,Special DucFaa=1.25 IF Plate Dur.Fae.=1.25) ,-(Lumber From 72 plf at 0.00 to 72 pit at 3.00 TC- From 36 plf at 3.00 to 36 pit at 5.67 TC- From 72 plf at 5.67 to 72 pit at 8.67 BC- From 40 plf at 0.00 to 40 pit at 3.03 BC. From 20 plf at 3.03 to 20 pit at 5.64 BC- From 40 pit at 5.64 to 40 pit at 8.67 TC, 127.08 Ib Gone. Load at 3.03. 5.64 TC- 57.00 lb Cone. Load at 4.33 .. BC- 16.89 lb Conc. Load at 3.03, 5.64 BC- 43.44 lb Cono. Load at 4.33 Wind reactions based on MWFRS pressures. 3' THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Mabmum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 6 692 1145 1- 3 682 954 5. 12 566 818 10- 14 692 945 14-15 682 954 4- 8 808 573 8- 9 818 566 9- 13 808 573 2- 4 818' 601 13- 16 818 601 7- 8 112 0 11- 9 112 0 150 mph wind, 21.79 R mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/.)=0.18 In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 40 0.00 3.00 TC 32 3.00 5.67 TC 40 5.67 8.67 BC 96 0.15 8.52 Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X Deflection meals Ll360 live and U240 total load. 2'8" 3' ® -2 _-4X6 =4X6 10, R=605# U=425# W=8" R=605# U=125# W=W DESC.= H02G SEQ = 157275 PLT.TIP: WAVE DesicNcamFaelmmFsnPIz Fnm-Off(( xvxm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.7500 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"' Morris A Shashoua TC ILL 2O"O Sf REF FURMSH Th18 DRAWING TO ALL CONTRACTORS INCLUDING THE INaTALLERS, rmw m . of ers� "la�mr"��c v;,�sa .minoh1naw bmba. Roca to e a ma ey,n mW WTCA) W m1dV P.E.License # 19554 P TC DL 16.0 Sf P DATE 03-18-2011 rrecae" 1obpertrmbe Em"A h- 1Rdkm dr.lp�mvoo WWrWNomf-.1 une"wma=ww,e "]������� wrlav"pr"pery,c"e�ed dam""are. t omm� iw wem restraint m BC DL 10.Opsf DRWG .nv v nmzi: , aWare+ B%87 ht cur lmo brwire bawea per BCBI aectlana B9, B7 a B1a, w appiubb. Appb Pia fo exb fau arms, wa taw w do... mw" am m mo era DofdK u�or roma m.erwse. Ream^"'"�'o"m�-zr°"a,a.`^°td°°aa°'' BC LL 10.Opsf Jc T my Burma c" oa r>d oaw u� a =r nm� rmp rr am aeee"n nw m. d aWre, W-mbaumet, a1 edorrra�eeWarAMVfnt«rocmanna,.b+n>ee.bWamea, &k drreat- TOTID. 56.Opsf O/A LEN. 80800 Audwthd d rarrppk1IVthOohrlard DUR.FAC. 1.25 JOB#:22111 EAST COAST TRUSS m ewar�+a .ror�lr.wov.ReWme�.�tao tOFFIE: LMCIa FT. flQtCB FL 73BF6 /orry.&Aln Is to twpondb7y dit&Aft 0wlpr WArSM Iawl 1908 NW 112th Ave SPACING 24.0" ITYPE HIPS -218 OFFICE: rm.Nco :teo rAx (vr.Ncs-aBao F"rrr"relNamvSmawlNapb'apencrdnoksp>aaaaalreaevebdtea: MBIXtwwvme nCo. TPI:-bA dam Wm_k'y,,,a"xinm,"m,e,"[CC -,,ee..,f,_,,,,, Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com 4 Job: 22111 / K01 THIS DWG. PREPARED BY THE ALPINE JOB UESIUNEK PKUUKAM I -RUM IKUss Macs t.AYUU I -Top chord 2x4 SP #2 Maximum farces Bat chord 2x4 SP #2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp _ 0- 1 71 0 4- 6 355 377 2- 4 393 492 8.10 356 377 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC 13- 14 71 0 1D- 11 394 492 5- 9 294 205 3- 5 211 226 DL=5.0 psf, wind BC DL=5.0 psf. Iv:=1.00 GCpi(+/-)=0.18 9. 12 211 264 Roof overhang supports 2.00 psf soffit load. Member design 8 wind reactions based on both MWFRS and CSC. Bottom chord checked for 10.00 psf non -concurrent live load. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) iCalculated vertical deffec ion is 0.06" due to live load and 0.12" due to total load at X = 440-0. TC 75 -2.07 10.07 BC 92 0.15 7.85 Defection meets U360live and U240 total load. 4' 4' — 6 e 3X4 12 1-' 6 p =2X4 A (V L'T `I io i� 10, 14 8' 2'1"9 I 8' —F 2'1"9 R=606# U=842# RL=236/-236# W=8" R=606# U=842# W=8" DESC. = K01 SEQ = 157237 PLT. TYP: WAVE oM«+cw FBCZ0 n SMn-MM FEA oxrozysmt QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING(" READ AND FOLLOW ALL NOTES ON THIS DRAWING( "IMPORTANT" Morris A Shashoua TC LL 20.0 Sf p REF FURNISH TK6 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, roi.%oe sr�roiscstmrc�o .m sar�l+"oNomeWTTl w�v✓r Uric arm P.E.Ucense # 19554 . TC DL 16.Opsf DATE o316 zo11 uiy n%ro ,�mr",,,,,,,p, W.ft q« Vb "i uv",ecs,. wiles � �° Qv�. m�. r� "v d i BC DL 10.Opsf DRWG r n-.r""""w•u aw bw b-110 ��dz, scsisxnac s�. elm sio.a"met xygi pue=m�nrace m arew"d. tewzrm mdw q"mw�rm. BC LL 10.Opsf .Ic Tturn RW aWfOnB conooK+� r+aV IR, ma rotbe,"ron$h rn nH deMefm han0ih d—*V, J Wlre m bdtl Ro ma m aadm,.n<wmasvrvl L a rm har�g, d+wW. m�hton mxwdm�. TOT.LD. 56.OpSf O/A LEN. B EAST COAST TRUSS A w..d�mrovia �+�r�.r�o.d�00u��awro DUR FAC. 1.25 JOB #: 22111 ,62E3 S<. LVCIL+ aLYe. FT. PIFlICE PL G{wG rr.rymcu.rirn.pu.moyaweo.rfrx.rruavrwts«� 1908 NW 112th Ave SPACING 24.0" TYPE COMN OMCE: (7,72)16G-2190 FAX: (77,}IGG-d7JG �ipq�by0a�d ��y. , ,� [CC: ,,_iu"rem Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZYl 11 / KULIi THIS DWG. PRtPARLD 13Y I Ht ALPINt JU0 UtbIUNCK PKUUKAM MUM 1 KUSS MI-K"J LAYUU I Top chord 2x4 SP #2 Maximum forces . Bol chord 2x4 SP #2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp - Webs 2x4 SP #3 D• 1 71 82 4- 6 446 724 2- 4 476 787 7- 9 328 598 • 9-12 328 598 13-15 446 724 18-19 71 82 15.16 476 787 Special loads 5. 10 596 327 10. 14 596 327 3- 5 560 323 14- 17 560 323 --(Lumber -(Lumber Dur.Fao.=1.25 / Plate Dur.Fac.=1.25) 9-10 196 0 From 72 plf at -2.13 to 72 plf at 3.00 TC- From 72 plf at 3.00 to 72 plf at 5.00 150 mph wind, 21.79 It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 R from roof edge, CAT II, FRCP C. wind TC TC- From 72 plf at 5.00 to 72 plf at 10.13 DL=5.0 psf, wind BC DL=5.0 psf. IvF1.00 GCpi(+/-)=0.18 BC_ From 4 plf at -2.13 to 4 plf at 0.00 , BC- From 40 plf at 0.00 to 40 plf at 3.03 Roof overhang supports 2.00 psf soffit load. BC• From 20 plf at 3.03 to 20 plf at 4.97 BC- From 40 plf at 4.97 to 40 plf at 8.00 In lieu of structural panels or rigid ceiling use purllns: BC- From 4 plf at 8.00 to 4 plf at 10.13 CHORD SPACING(IN OC) START(FT) END(FT) _ ' TC- 127.08 lb Cone. Load at 3.03. 4.97 TC 68 -2.07 3.00 BC- 16.89 lb Cone. Load at 3.03, 4.97 TC 24 3.00 5.00 ' TC 68 5.00 10.07 Wind reactions based on MWFRS pressures. BC 92 0.15 7.85 Deflection meets U360 live and L/240 total load. Calculated vertical deflection Is 0.01" due to live load and 0.02" due -to total load at X = 4-". Fes--- 3' 2' 3' © l� =3 1a o3X4 III 3 12=2X4(A1)-2f4(p9) ro 6 rZ o � l L�� I 1112X3 0 101 19 8' I� 2'1 "s 8' 2'1 "9 --( R=731# U=564# W=8" R=731# U=564# W=8" 0 F bESC. = K02G SEQ = 157276 PLT.TYP: WAVE DESIGN CwrFaexmnesrmaoozr:mmox(oxystG) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING Moms A Shashoua TC LL 20.0 Sf REF "IMPORTANT" FURNBH THIS DRAWING TO ALL CONTRAOTORS INCLUDING THE INSTALLER6, P.E.License # 19554 P Tr r qdn otmre can In fArIcOM hmanp, diVW9� I ,u IIM W badrg. Rekr b and rQmftWwe0mof8=1MUUMCZ;;;; s.raYR;;" n:,IyMIWWTMfr wIdj TCDL 16.Opsf DATE o31&zo11 prade prnr b pmrmehq h fur fi a Ind&b "I rave errpw y bradm om SCSI. U�m dmnerwaa,awdwad,.rh-cnnma.m"m aard a"Wbm.d-, "Iu aP p.V mdaargle"aro l�am,d r" �ml "o-avaav a. BC DL 10.0psf DRWG ECT ., dwa �mslwMtaeesl.em.a�aYve,e,aa�wntAopY�zae�nrxa W Cm W "dovn eEaw W m Rn S7 BU), vier r b ceimvlm RrTw StAft Cw®42fm da Im phm vaama BC LL 10.Opsf .Ic my avoa�l Carpmim4 i4my Irr. dw rane rww•�+a rm.y aa�m: mm"rx mawrn, ayai,abWtlmem®namdm e�aWNAbV,P,,>bl.diidV.I I+adnv"ror�. TOT.LD. 56.0pSf O/A LEN. 8 Awl an fia ArUr0aoaw PWa . Na @rdV, MoatsaooaGdroaa6. ft ixd 1:AS7' COAST '1'hl;SS rray.mlra l.wm.®atY Sow lorw. dnlDl, Stun Tila�"IdIY OrNa baYife m,.ro,M"e,a1." Ana,.fteflaBuUmwro.,wAxsvr ISw DURFAC. 1.25 JOB #:22111 ' 5265 Sr. 7LUCIE7e)i OL 1 K flEltta FL 3iPiG yr,mml",omdm...xi.k1+'aae!vdrmr,ayeWe,®e.eedm: Pomp NW Beach, Ave ' oancs: tne}iGG-^.18D P.li: (T7:FIG6-d33G Pompano Beach, FL SPACING 24.0" TYPE HIPS PDF created with pdfFactory Pro trial version vwvw.r)dffactory.com r Job: 22111 / LO1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Maximum forces Bot chord 2x4 SP #2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Webs 2x4 SP #3 0- 1 71 0 4- 8 53 177 2- 4 3 3D4 6- 12 6 2 5- 10 58 99 - 10.13 0 0 3• 5 66 258 9- 11 1014 421 150 mph wind, 21.79It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. IW=1.00 GCpi(+/-)=0.18 Member design 8 wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use puriins: Roof overhang supports 2.00 psf soffit load. CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 7.60 Bottom chord checked for 10.00 psf non -concurrent live load. TC 9 7.60 8.33 BC 75 0.15 8.33 Calculated vertical deflection Is 0.21" due to live load and 0.43" due to total load at X = 4-2-10. MWFRS loads based on trusses located at least 10.9014 from roof edge. Deflection meets -9"Awo and U240 total load. 77"4 8"12 F� 2'1"9 I 8'4" R=656# U=736# RL=5901-177# W=8" z4�131#LRt93400# iJ=104# NAILED V3'10"5 v rn irf 10' R=567# U=952# NAILED DESC. = L01 SEQ = 157238 PLT.TYP: WAVE DESIGN CKT•FlIC2ao7aesM-20C2MCI- fr%(mfys(fn QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT" Morris A. Shashoua TC LL 200 Sf P REF FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INBTALLERa. fbwft Wt-t,&i WSCSI I"IBuHN C&mwaSaftl :ri9m-nv wa MTM and lwl6Vffmm(dy P.E.Licerue # 19554 . TC DL 16.Opsf DATE 03.1 B-2011 _ I—."p"bfW-NNu Ncmn. 1—?.. cur Wmac—p..n I—IM W BCSL .ol h.."N w.v.VO�Wa W bp Wd am wp.m�aneldh Yr"mai�itofvOW eb. BCDL 10.Opsf DRWG nr.'m d—W—h..olrelnblMpmBCBI..c1waWB7.re1q".pprc Appyph%.6.—.h(..a .���,.- Sm bdr.WN.teiufarW"dfpiabpoWbi BC LL 10.Opsf Je ECT'—'allo.ndP.eBan rrvv B,W4np c..pa,.fa cadp Irc. Nv1 rot6.nap.,.mie fa.mf a.wW�.,, fmnBYa mwN, wo'�"`" �"w�1'"f°'"pP`°' Ubwm TOT.LD. 56.Opsf O/ALEN. 60400 EAST COAST TRESS AfMItfMIM 3a1n0 ff OQA1f �M0 Md�M wlB..wf»w.moy..r►rpfu.awaw.f.7h..Ab r..al..an.d. Wv DURFAC. 1.25 JOB #:22111 `a'S$ ST. SLID. FT. 3FC4B BOW.I.1rWANSM16.0]. 1908 NW 1121h Ave SPACING 24.0" ITYPE EJACK 7LtKE741 X: (ZC 40 opncx: (nzHsc .1Bo FAX: (7rHw-asu,",,,,,,,�a�,,,�.fpf;,,,,,,�w,,,,�__ r. INmn�Bm...Oi.pblpwcY.W p.ya.,dvc..vcE.11� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(22111) / LU2 Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Negative reaction(s) of -249# MAX. (See belovv) from a non -wind load case requires uplift connection. "'Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 6.00 TC 16 6.00 7.33 _ TC 13 7.33 8.33 BC 96 0.15 8.18 MWFRS loads based on trusses located atleast 10.90 R from roof edge. 6' I HIS UWU. PKtt AKtU tdT t Ht ALY(Plt JUtl urA lurvcrc rttkJutwm rnum rKVJ,) mrrka LrkTUU r Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 7 24 314 2- 4 11 339 6.12 180 198 10.16 133 144 5- 9 191 258 9-14 198 252 3- 5 204 383 8- 9 159 0 11-15 BQ 666 150 mph wind, 21.79 it mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 it from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpl(+/-)=0.18 Member design 8 wind reactions based on both MWFRS and CSC. Bottom chord checked for 10.00 psf non -concurrent I've load. Calculated vertical deflection is 0.06" due to live load and 0.12" due to total load at X = 3-2-11. Defledion meets U360 live and U240 total load. Imo— 2'0"8 �5X5 R=249#Z301# U=80# NAILED 13'6"11 m 0 ro u, m of 'v __Vol lam— 2'1"9 8'4" R=643# U=746# RL=586/-168# W=8" R=698# U=894# NAILED DESC. = L02 SEQ = 157239 PLT.TYP: WAVE DESIGN CrmFacxoamEsrrp-mozMCI- mr(axvxm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINGI"READANDFOLLOWAL(.NOTES ONTHIS DRAWING[ Morris AShashoua TOLL 20.E Sf P REF -IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, I— reydm c cure m ra cd q. h.ure, em re. b.merq am bracmp. aew m w fd"tmhWedamefacsI(EM�a U.7vm=41ra..YJTC )f«. P.E.License # 19554 TC DL 16.Opsf DATE o3-16•zo11 r i,srray Wp pmoff a Wb m perfp dig ioee Modmv. rnab&. dui Ndc WCWMw" bndre Per ace. kiJ -.1d oa Mw, mP ctord Nat haw pmp* a Ched dncbad d Nm W ba cM duihawaWapaf 4nhddald QM tmc .)cw,mrpMrenwtaRMr Uztrtcfv W BC DL 10.Opsf DRWG yECT niDar:v dui M"batlre hsGl 1Pr+ taectlaa 63, 6]ar eto, eay riled .W hlam mcn bce A— and of bw and Beau clovn m h Job[ Dctalmudeae , ch.WAppVp RefamdmWre 7WZmrdardanrPramp dd.. BC LL 10.Opsf .lc VVY BiMv Cenpa,nra Ga Ire. etw mtbereapnc@m ra-W dcdatlmtr the dl W . aM rbream tlea°ma bi dome IdthArSM1.arahvdipi.WppbV,h. 3Un TOT.LD. 56.Opsf O/A LEN. - eoaoo AwYan Ha dti'r�ri voonr W71 ir8ri Irarlmlp, kidciYa wpptra dpehaWri DUR.FAC. 1.25 JOB #: 22111 EAST COAST TRUSS ryewNpraapo W@yapYymrhdeipnatan lIr rlYbap rd rdtHdrnlp 5_Bb ST. LUCK YC. FL 74e46 lu ary rCwin Mh 1Mpol+Iblq dh GuoYp dd0rr prA16YIPH tpg7, Pomp NW Ave SPACING 24.0" !TYPE EJACK 0-21 t- (?T' obticE: lnsyse .dip p+,e (vrsNCa-;ask rrow,mawa,pb, nck=&Ip,pa,nd.�,,,wb,as; mveeaa.pemTpeyr�l�.am:wtrw�tecwweme®re.ae Beach, Pompano Beach, FL PDF created with pdfFactory Pro trial version wwwpdffactory.com Job: 22111 / L03 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Maximum forces Bot chord 2x4 SP#2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Webs 2x4 SP #3 D• 1 71 0 4- 7 278 503 2- 4 235 543 6- 12 349 394 ` 1D-16 38 126 5- 9 382 577 9-14 394 573 3- 5 372 625 150 mph wind, 21.79 it mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT ll, EXP C, wind TC 8- 9 167 0 11-15 713 488 t DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Member design $wind reactions based on both MWFRS and CSC. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use pudins: Bottom chord checked for 10.00 psf non -concurrent live load, CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 4.00 'Calculated vertical deflection is 0.00" due to live load and 0.02" due to total load at X = 1-11-13. TC 16 4.00 5.33 TC 40 5.33 8.33 Deflection meets L/360 live and 1-1240 total load. BC 95 0.15 8.08 MWFRS loads based on trusses located at least 10.90 fL from roof edge. F~ 4'0"8 4' 1'4" 3' Fes— 2'1 "9 R=644# U=775# RL=645/-168# W=8" R=8FjR244# NAILED 13'6"11 M o_ co N_ 1"J (N +10, 8'4" R=361# U=418# NAILED -DESC. = L03 SEQ = 157240 PLT. TYP: WAVE DIESIGN CF4T4BC203M M4-2(X2FVFnkOx(D%v5cm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" Morris A Shashoua T200 Sf C LL REF PURNSH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, fm�WOedtion fersi�n Otis:f�`9orr'�'u"ONbbym."�awiCA)f wr�w P.E.License # 19554 . P TC DL 16.Opsf . DATE 03-18-2011 nn•.r'vi pncdcea prior b pafamW mme(a Sm Imblem aai provIde?npaary 10 do,; per aC3L Lk*—roleEeb"JWaglop chord earM pmwhfa to dab UWahndinpandbommchord aharhawaproporly a hedrlpfd-111m. Loama.do"Jlfapemwcab4ralrestrdrio(weba BC DL 10.Opsf DRWG I :JSY iYYll'J I1:Jp1G'J E pfb low poWd b� Per be and om a1, Br a BW, as eppleaelo, Appb phba b "on bce (brae old pvIron"dnPer avow and11 ibJobt 111DeWY, llproled Awlyq Pehv b dnWM UIIM1Z fa afardard pbb pmXora BC LL 10.Opsf Jc E T rrW BUMV Carpon r Gap be. dA ro, ba rrspaamlo for are/ &Qfion f .th tlrrviM. arty fame b build ma bras to ceNarrwpe WOr ANSVrP11. or for hmdhp, dippb9, labWon &bracing nfb TOT.LD. 56.Opsf O/A LEN. 80400 EAST COAST TRUSS 1lwalmm aalra a opwrpy. rlBq Zia drarYp, bdlopr.aoo.palc. dpobala�i DUR FAC. 1.25 JOB #: 22111 B B5 S<. LUUE BUN. Ff. PERCE FL 3iB46 tbr.rrcu.l.n.npweoe ar.muuporuvwnrsurw+E.at 1908 NW 112th Ave SPACING 24.0" TYPE EJACK OFFICE: (772)16G-2180 E.M.('m11Od-b330 For—hdorr con—v,pb�pelad,000p.Be„rd11—v a.: er .fpf. ,aIcc, ._,rr�;ra>- Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZZ711 / LU4 Top chard 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2A SP #3 Special loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 72 plf at -2.13 to 72 plf at 2.06 TC- From 72 plf at 2.00 to 72 plf at 3.33 TC- From 72 plf at 3.33 to 72 plf at 8.33 BC- From 4 plf at -2.13 to 4 plf at 0.00 BC- From 40 plf at 0.00 to 40 plf at 8.33 TC- -28.19 Ib Conc. Load at 2.00 BC--27.20 lb Cone. Load at 2.00 .. Wind reactions based on MWFRS pressures. Calculated vertical deflection Is 0.09" due to live load and 0.17" due to total load at X = 6-10-6. b r i' T T 4y 6'0"8 Imo- 2' - 1 V4" 5' .4X6 %4X6(R) ❑ 8 12 F� 2'1"9 8'4" R=613# U=479# W=8" =3X3 18 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 82 4- 7 45B 730 2- 4 524 766 6-11 384 641 10-16 101 97 & 9 608 397 9-14 641 384 14-17 0 0 3- 5 588 349 8- 9 241 .0 12-15 404 667 150 mph wind, 21.79 it mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 55 -2.07 2.00 TC 16 2.00 3.33 TC 67 3.33 8.33 BC 98 0.15 8.33 Deflection meets U360 live and 1/240 total load. R=1714441=217# NAILED 13'6"11 m b T i410. 17 R=245# U=60# NAILED DESC. = L04 • SEQ = 157277 PLT. TYP: WAVE DESMCwr"rBCxamesrmI-XcZR-O%(mwstm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.3750 i :iv in , err;r; •, E C T "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWINOI "IMPORTANT" PURMSH THIS DRAIMNO TO ALL CONTRACTORS NCLUDING THE INSTALLERS. �Ne�dNm rBCSI I"tauUMCapv�Uf Yl fm o M'7�PI aMWiG robaw) new p.cticea Priorb pedm:f:g.eae p.etla6 Inmbrm dvlpro,WeOmporary t..cl:g per BCBL l}Jem,e@droedj byclerddalhas props,y.Dachad pemmlahcaddnpest Eotofabs d'hd b-Iirgk bW` W eae°_si`�'e�m` w° e,o,`. Ppf..We Ap°1e'rPa`P .tD f- P.ramaaw:,.. rmazrw mNard plde pcaMlas ar 1w and Pacwpw dev&a lm."M be pmiab fie wW dm a mftm nWemtln,.Caryaw n,WIre.NW:hee SVrPll,wfwnidalaAm Bmn Btlstlram arty rdl.. b bWtl . trm N eordamerc. WN ArAI/IPl t, or fn haMfrg, aNppinp, I:eriOatlon s ena"pm th, A.rlanH.dnrkp a cent WP Irry ff.dn'rPp, h,9p.Y..p..prlm. of pl.fWptl Morris A Shashoua P.E.License # 19554 TC LL 20.Opsf TC DL 16.Opsf BC DL 10.0psf BC LL 10.Opsf TOT.LD. 56.Opsf REF DATE 03-18-2011 DRWG Jc O/A LEN. e0400 DUR.FAC. 1.25 JOB# 22111 EAST COAST TRUSS 5'BS E: Z)ICIE oL21 FS. _- (W2RCE FL 9iBiG oPncE: mz}ice-zaeo ew MzMc.-wze .d..Bml+�vew�r .awon.ww.>t».r�yw..dN.m.rw f.rwV A.kft,mpwrAVdI BullftC.ig-par /dSVIPtt8..1 Farnm.In(mrtoticn.,aeiape'..eerWn"e.w.oa:mticaowebmb.: mveeo:mmal�sn..s��Pl;v✓nti�lec.wrK.me.ar.,," 1908 NW 172thAve Pompano Beach, FL SPACING 24.0" ITYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactory.com Al Job:(22111) / L05 Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located vrithin 4.50 ft from roof edge, CAT II, EXP C, wind TC rDL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 6.00 TC 28 6.00 8.33 Sc 75 0.15 8.33 ! MWFRS loads based on trusses located at least 10.90 ft. from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRU Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 8 136 257 2- 4 116 373 5-10 156 303 10.13 0 0 3- 5 82 371 Member design & wind reactions based on both MWFRS and C&C. Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.17' due to live load and 0.34" due to total load at X = 4.3-6. Deflection meets L/360live and U240 total load. 6' 1 2W a i L22# NAILED 13'0"11 m v io in -v 10. fa— 2'1 "9 I 8W R=656# U=786# RL�515f--156# W=8" R=383# U=482# NAILED Endpts Tens Comp 6-12 1 0 9.11 638 295 DESC. = L05 SEQ = 157241 PLT.TYP: WAVE DESIGN Cw,eRceoMEWPI-x02Frnm0%(Bxv5M QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ MorrisA. Shashoua TC LL 200 Sf REF T"_•_""IIM�PO�MR"Fl NIGHTHSDDR�NO�LCCONNTRACCTOP.Wm� LUDINGTHEINSTALLERS. W..fe Wd eAllvl of SCSI(Biedvq Cm,p Safdy IMmrraaon, by 7P1 1 ufdy P.E.License #19554 . p TCDL 16.Opsf DATE o3162011 _ wx,""pd. .paf..6,;11—fit ,, d—k4d-O„p„"mo,,vb,IMWBCSI. IMv mkE oM"wl byd N l wpI VWc d bla d GWaft W bdtom clnrd shedrpideeenp. Lac4=wmIw Paeedmudr=trn[dbe dehhwwaapropdy`=pa CS1 wd— BBT a BIG. mppI,.W/Pb m molhoe BC DL 10.Opsf DRWGJYr1ECT.12M I P� aam.rdpwmlmtivxnadudp1opoWd Deb�ubu Meddvvycn tma ^ek m.1 BC LL 10.Opsf Jc GmgI'dp tb, my e�nn0 e�m vale Inc. wP mac lesperrm, ra w arveen rrunBis dawn. ftC ary Wilre b bltl w bl.. In cadalrerc" vMIVSViPI t, a bTm9. drpNre, bl bW. c.dreef n= tlb TOT.LD. 56.Opsf O/A LEN. 60400 EAST COAST TRUSS �i�a�n dewr=.w� . e�UdWm� m .w DUR FAC. 1.25 JOB #: 22111 s_es sr. tvue pr. FL s+Pac raw+�u.rw .Pa•�o awmowD.mvwuaurw+s.ps Pomp NW Ave SPACING 24.0" TYPE EJACK OFFICE, r77e}G-2160 a: (7172NDa-632e p„anem,,,,Wp.mrwwaa®.vmdls: nv�„„,I&""„�b_ol—wl®f„ Pompano Beach,FL PDF created with pdfFactory Pro trial version www.pdffactory.com Jbb: 22111 / LO6 :'Top chord 2x4 SP #2 .Bot chord 2x4 SP #2 Webs 2x4 SP 93 ,150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC AL=5.0 psf, wind BC DL=5.0 psf. W-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf nonconcurrent live load. !'Calculated vertical deflection Is 0.04" due to live load and 0.07' due to total load at X = 6.0-12. Deflection meets U360live and U240 total load. Maximum forces Endpts Tens Comp Endpls Tens Comp Endpls Tens Camp 0- 1 71 0 4- 7 201 350 2- 4 223 393 10.16 90 107 5- 9 228 336 9- 14 234 326 3- 5 222 386 8. 9 134 0 12-15 809 551 Member design & wind reactions based on both MWFRS and CBC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 4.00 TC 40 4.00 7.33 TC 13 7.33 8.33 BC 75 0.15 8.33 MWFRS loads based on trusses located at least 21.79 ft. from roof edge. 4'0"8 4' 3'4" 1' -� 1 2'V9 I 8W R=656# U=842# RL=492/-141# W=8" ,DESC. = L06 PLT. TYP: WAVE oestmrCwroFaammesf RQW? r:rrar=oxtoup s(o) ----- pucEe mW cl pmfmmbp Es•a hmc p V YW p�oNe• fan do NV c 1 per scar. u h rohd pOerWw, � chord Wl hm" pppnt/.imehed swcne•t •heseiN.b em<am ciwd .h•p hno.pr•pmy.exlMa dde edJre. tnc•dm.ww,r•r p•m�v,e,e dtm•IratruirJ of wee• '•x �y T 11p , "h•t hawd•elnpIMledm bm and m.e3,97 of Bm,••qn9W Appy pdmmeach dpp aftrimab 1g;InmMm e• dW BCSI wmfn J"Yp DedW, uka bl oAppVp ReferW dr•Wn 1614,ZIw•drdmdpdt,pmAl- riW8.06pCeop• Gang I.. vW rot m m•p..W. I. ny eNadm ft. , W udW I-Inm+Nmnorc• Wh AW.Vf% 1. u W hwWIM, WGPbA, ffidWm 1lwton HF otMq a wwrp.p• wv NrdrNv, Mow wapYno� otMohwlarrl EAST COAST TRUSS■a�.Iaol..w�vew►y�.dwcp.b+.�n..rue.pau.a►sewna '5185 Sr. L9UE aLve. Fr. PiFJtf:S FL 3046 �„'pNo�n Nlr r•ppm.liyNht4YieBbNDrnrwAlLSVIplt B•o.1 opmcs, fn:Hu ,1eo eau (mNu-aaso F"r wannem•e•hl•pb••pavtlndta mvew ka•wsEtle: mvec¢wMva-� iR:wtUICG xex 1 TOTAL= 1 INBTALLERB, PDF created with pdfFactory Pro trial version www.pdffactory.com R=170#Z204# U=46# NAILED �^ 12'6"11 0 M cV iV 17 1 Vo, J R=605# U=756# NAILED P.E.License # 19554 1908 NW 112th Ave Pompano Beach, FL REV. 10.02.05.1129.12 TC LL 20.Opsf TC DL 16.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 56.Opsf DUR.FAC. 1.25 SPACING 24.0" FR'S LAYOUT Endpts Tens Comp 6.11 255 234 14- 17 0 0 SEQ = 157242 SCALE=0.5000 REF DATE 03-18-2011 DRWG JC O/A LEN. 80400 JOB #: 22111 TYPE EJACK JOD:. LLI I I 1 LU I Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Special loads 7-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 72 plf at -2.13 to 72 plf at 2.00 TC- From 72 pif at 2.00 to 72 plf at 5.33 TC. From 72 plf at 5.33 to 72 plf at 8.33 i BC- From 4 plf at -2.13 to 4 plf at 0.D0 F BC- From 20 plf at 0.00 to 20 plf at 3.06 BC- From 40 plf at 3.06 to 40 plf at 8.33 TC--28.19 lb Cone. Load at 2.00 TC- 8.73 lb Conc, Load at 3.06 BC--27.20 lb Conc. Load at 2.00 BC- 21.70 Ib Conc. Load at 3.06 =Wind reactions based on MWFRS pressures. Defection meets U360 live and IJ240 total load. r nn.n THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 82 4- 7 539 691 2- 4 602 723 6-11 458 595 10- 16 51 67 5- 9 568 466 9- 14 595 458 14- 17 0 0 3- 5 552 420 8- 9 193 0 12-15 498 637 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 It from roof edge, CAT II. EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. lw=1.00 GCpi(+/-)=0.1B Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 55 -2.07 2.00 TC 40 2.00 5.33 TC 40 5.33 8.33 BC 75 0.15 8.33 Calculated vertical deflection is 0.05" due to live load and 0.11" due to total load at X = 5-3-3. 6'0"8 - F� 2' 3'4" 3'� R=104#CC=lJ=151# NAILED 12'6"11 cq b_ iV T � t7 1 10, - 2'1"9 8'4" R=581# U=516# W=8" R=320# U=147# NAILED ,DESC. = L07 SEQ = 157278 •PLT. TYP: WAVE DESIGN CRIT"raC2aSRE mPt-=FTmr=0xtoxv5lm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINOI" READ AND FOLLOW ALL NOTES ON TNIB DRAWING ""IIMPORTANT"FURN19HTH Morris A Shashaua TC LL 2O. Sf REF RWNQTO�L O"rNTRACTORSI LUDINGTFEINSTALLERS. rmwm. mw ea of ecsr tBLMnjC pa,� Wdj rbwman� by TPr and wTCAv r"r"rer P.E.License # 19554 TC DL p 16.Opsf DATE o3 1azo11 ., prwde �h cal mWfmrtinpt=fim InVJm WrAda R:pw yb-IM Per ecsr. U� �"mmw"a ap d-d car haw www* m."hrd&L h".i enure"::a 1-h-I rfw" wmrzm4 pw ., recarx *�.a«�mww.m wmymfrmaawwm�rm,. BCDL 10.Opsf DRWG hyr,yy wb. arrer"ramwaceam.93.aro BID. .wPf""ab AwbPh�aa®af aw..nud o.."r vcpmde"mrr..�u "v, ua�uYwrc"nurwpavr�rrpmar.a:„.f �W"d'"^^p'�W°p"'"� wmiw m5aIrqdbn BC LL 10.Opsf JcECT. "5pai"d �ca�mhrc�e•m aemunag"arsrr�.mm"r�nrorene gcamarrapar .nmvrwprdatmf<rwp TOTLD. 56.OpSf O/A LEN. 60400 AftdnM.AfMawWTrYMeMaMGowyPf•Hrkf.t DUR.FAC. 1.25 JOB #: 22111 EAST COAST TRUSS -5285 1h s#Ab ti.Wm0t.o.rw Sr. LUUE aLY9. Fr. PIEncE EL 3494a f rw,a,,,S"kt Mw..% .1ftemmo dw. WAtisumt,a«s 1908 NW 112th Ave SPACING 24.0" TYPE EJACK OP}1CF: (Tr2)39e-218e P.LT: l�,.Nee-b33a r;Y hamnma.,a ,,,,",,,,.,,",.ro,w�,„w,„,_tM�„�___"",w��,,,,µ,,k,Lre",. Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com A JOD: 'LLl l l / n3l -Top chord 2x4 SP #2 Bol chord 2x4 SP #2 Webs 2x4 SP #3 ,150 mph wind, 22.12 fl mean hgt, ASCE 7-05. CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind t BC DL=5.0 psf. Ivr1.00 GCpi(+/-)=0.16 J Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non concurrent live load. 'Deflection meets U360 live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM l Mapmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 20 0 4- 7 601 294 2- 4 445 285 14-15 20 0 11- 12 449 285 5- 9 205 199 3- 5 237 364 10-13 237 370 8- 9 429 213 Member design 8: wind reactions based on both MWFRS and C8C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 0.33 12.31 BC 111 1.05 11.59 515" rt 515" - FBI =4X6 r i� 20,8„ 1013 I 10"13 10'10" R=402# U=805# RL=188/-188# W=3"8 R=402# U=807# W=3"8 R=497# U=513# W=3"8 Endpts Tens Comp 6-11 605 294 9.10 205 199 �DESC. = PB1 SEQ = 157318 PLT. TYP: WAVE DESIGN CRq-FaCMMMsmEmozFUFnroou(o%"0) QTY= 4 TOTAL= 4 REV. 10.02.05.1129.12 SCALE=0.5000 NOTES AD DRAWINGT O 'IMPORTANT" FURNIGH O TNTRACTORS INCLUDING THE Moms A. shashaua TC LL 20.0 sf REF THIS ALL INSTALLER& nrce<„<w�m<�caromr.bdcelro,h.4,V .rYppro,huntema.dre. R<wm.m r<mwdehmammOnofWSI(eamao�s.rnYrn<ntien<,byrnwwTCA(Or Wdl P.E.Ucense#19554 p TC DL 16.Opsf DATE 03-18-2011 Rrxa«cmwrmv<rrwmrom«en.<uo,. hwak,..n�wm+e<1<„v<rmvnaoirewacs(. U,decs r 1twW <, top chord"haw propalr atached efehtal W-01m end bnCan chaN aharnawaw<p<rhmauedeOdceore. t<campadwMfor Wn a WWr<m.tn<fw" BC DL 1U.Opsf DRWG chat Aaae Eraeire Irctatted per 8C51 aectlae ed B7 m e10, u e-reWd. Appy Prahs m each face aRef todmW �e.abwrm ardpla nm<m,eomy emdmew® <rer m araYdror.lsoa-zr<r mndard qam povmn. BC LL 10.Opsf JC my euaro camwe,u Qfo irc. enu rot De reeporcmt ro<.m deNatm r1<feYa drawn. 'mb,a�i� mtr�=na"�. bss. m e<aomt,e<ww,vaurpr 1, u mr herm,v..ldppY9. heh6tlon TOT.LD. 56.Opsf O/A LEN. 120710 �.w�a.atlra�efrawt�ari.o.wn,�p�.traor..w� DUR.FAC. 1.25 JOB #:22111 r EAST COAST TRUSS •d�wrer»pw+mue.ewwlaRenra.co.w,.n.oreueMe�.otN.ewro (brw .ra+nwwboomr.mauowor ua�wte-2 w'i(i saes sr. cvue ouv. IT PIERCE FL 34 eprr[E: fTJ2y1GG-2180 pSL ('l7:fICG-6.1'W F<rimre lNar,wfanw N.IebLpeapYre.:t paps Wtoe Lsim.: nvvecrc�;�s�ipr:.mcwmvr1��„ 1908 NW 112th Ave Pompano Beach, FL SPACING 24.0" TYPE VAL PDF created with pdfFactory Pro trial version www.pdffactorv.com Job: 22111 / PB2 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 160 mph wind, 21.84 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. hv=-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.02" due to live load and 0.03" due to total load at X = 9.2-10. Deflection meets 1-/360 live and U240 total load. MWFRS loads based on trusses located at least 21.84 ft, from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM I Mabmum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp 0. 1 20 0 4- 6 635 456 2- 4 560 462 9- 12 664 358 13- 15 637 456 18. 19 20 0 5-10 358 363 1D-14 358 363 3- 5 373 450 9- 10 162 102 ' Member design &wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 65 -0.58 4.29 TC 27 4.29 6.54 TC 65 6.54 11.41 BC 109 0.15 10.69 478 27 1 4'3"8 `Ti 1 S 3X 1112 3 3 4 iV 19 20'8" _+ F 10"13 I 10"13 10'10" R=468# U=6169 RL=157/-157# W=3"8 R=468# U=617# W=3"8 R=365# U=166# W=3"8 MFR'S LAYOUT Endpts Tens Comp 7- 9 663 358 15.16 562 462 14-17 373 461 DESC.= PB2 SEQ = 157244 PLT.TYP: WAVE DESIGN cwr--FSC=Msrrar.mmFnrmrPs(Dxvstm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IIMMPO ANI" F RNSH DRAWINGTH�L"wCOONrNTRArTOR INCLUDING THE INSTALLERS, Moms A Shashoua P.E.License # 19554 TC LL 20.0 Sf p REF T rwo.Dpsrcucaw.eerBcsi(�meacem.eo�G.reNi"r-An�pymrandVVM lra®u� TC DL 16.Opsf DATE o3 to zo1l waeaeeaprbrmpertemhme,eeeneeuenc rnnkradWpretlaebaperarybredreperacsi. •m`h°°"°° fa �iosloor"h BC DL 10.0psf DRWG sanai riNN�',v yeECT "h'"eewe°.A ppica im A ofn hawbradrmn=W perBmOWon;B7ilBiD, wappleabb.Mpb pMhabeach hee er fm aoa p"dumaemom abvw ana enh�eva Dahqut wee em caw Nonw draWrma16a42/amNardphmper. BC LL 10.Opsf Jc nw Brdl9r baoeoawnarnW I-noo rra bereapa 1. for ary aaaa Wihere Wa Won', L b f dm b nWtl th bm b coaorrerc" WMAtSI/IiM 1, a for ImndrN, aNWhm. IretaHtlan �adree d TOT.LD. 56.Opsf O/A LEN. 120710 EALST COAST TRUSS 11.aloDN. amrm eroaw cam.Idre a.a.wa pdk" eooepYnu otpmlYr.Md DUR FAC. 1.25 JOB #: 22111 • 5-295 Sr. LUCEM)i Olt'0. Pr. PL S61G aeroa�mNhmpodbao aht4YfmtlrlprprusYtgtsw2 1908 NW 112th Ave SPACING 24.0" TYPE VAL OFFICE (Tr^.HGG-.:fb0 pAS: (T/�NGD-0.M19G : ("Z Fo rmwlraanre4maw vialdia perord rotab and eaae vab tlms mvBc<e,w„•m�a=oarmwrrxrszorkc„w.hearee,e Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com J. Job: 22111 /PB3 Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP 93 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located Within 4.501t from roof edge, CAT II, EXP C, wind TC J DL=5.0 psf, wind BC DL=5.0 psf. Iw=-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 8.11-12. Deflection meets 1-1360 live and L/240 total load. MWFRS loads based on trusses located at least 21.79 fL from roof edge. �— 2'3"8 6'3" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens -Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 0. 1 20 0 4- 6 546 412 2- 4 501 448 7- 9 531 351 9-12 532 351 13- 15 547 412 18-19 20 0 15- 16 503 448 5-10 351 326 1D-14 351 326 3- 5 334 369 14-17 334 355 9- 10 413 269 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use puffins: CHORD SPACING(IN OC) START(FT) END(FT) TO 39 -0.58 2.29 TC 75 2.29 8.54 TC 39 8.54 11.41 BC 120 0.15 10.69 2'3"8 —mil a 3X4 1 i� 20'8" 10"13 10"13 10'10" R=400# U=532# RL=101/-101# W=3"8 R=400# U=533# W=3"8 R=502# U=369# W=3"8 DESC. = PB3 SEQ = 157245 PLT. TYP: WAVE DESIGN armFBcim7REsmI-muFnmDx(Dxys(m QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTT" Moms A. Shashoua TC LL 2U0 Sf REF ANFURNISH TM8 DRAWING TO ALL CONTRACTORS. INOLUDING THE INSTALLERS, r maim emema cam m rah,rimrre. rwuna, wrdrc, rmeBaD "nd bacha sN"m ana rnbwme hmah e of BCd (emioe C"Toaorl INomntl", "!.y and f" anfery P.E.License # 19554 p TC DL 16.Opsf DATE 03182011 W m pr atmr fed mDartwI* Io."Mhm roWV wWm obxofdarym ro Winchwd `Danmwtm"armmautof-be DRWG ai i"%rx�� dw ° """ 1-1dd ce[IM r wfor haw BC DL 10.Opsf I nmzc or D614 Lc6—cebd. MVEl phmsmrxAface D Msbon LlM prl—o-1 on 0. of 1— arms,.DaDewDGeA-ZI.d wain" ealahlomu vWMeameww aN>mmawhvatmaxr"v Wm Dolma BC LL 10.Opsf Jc VI myevamoc":v"�—tr"pirc.char tI,A &-Adon IID"aI-obkn, a� of maamcmlm:v:cev:a:N6tlIPI 1,"b1:a�:p, wmYp, lr�abn TOT.LD. 56.Opsf O/A LEN. 120710 ■ 'TRUSS A.whn�l.mhrakaoreDwr�.mronrn.wralD�..00.rao.aFrerawla.t DUR.FAC. 1.25 JOB#:22111 EAST COAST wawuor.w•inn"wwt+�mn+.mn..+reay.du.m*I.a.wro 3:36 S<. LUUE OLlT. 1T. P1EM FL 34Bi6 ww.Dw..Imam.Da.ro."or..mmDoo.wr.rwuauralle«o 1908 NW 112th Ave SPACING 24.0" ITYPE VAL OFFICE: (772)SGr,-213D K.M. (773}IG6-633G Fq,mmiNonraecnaceMapE'apevdroRepp.rdnnvviceaib: fiWBCO: +mr.•_ art 7P1:>t>WUm052!&Widl'r7» rseocrar wvv.lccaefa.em Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com Job: 22111 / P134 t Top chord 2x4 SP #2 Bol chord 2x4 SP #2 Webs 2x4 SP 93 150 mph wind, 21.79 ft mean hgl, ASCE 7-05. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. lvF1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. ,.Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 8-11-4. Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 21.79 ft. from roof edge, T 1 15 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 20 0 4- 6 469 412 2- 4 440 450 7- 9 437 373 9- 12 437 373 13- 15 489 412 18-19 20 0 15-16 447 450 5.10 373 288 10.14 373 288 3- 5 353 328 14- 17 353 329 9.10 497 353 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 25 -0.62 1.25 TC 75 1.25 9.50 TC 25 9.50 11.37 BC 120 0.10 10.65 E~ V3"8 S8'3" - - 1'3"8 �I 10"13 1013 10'10" R=359# U=453# RL=72/-72# W=3"8 R=359# U=467# W=3"8 R=583# U=451# W=3"8 DESC. = P134 SEQ = 157246 PLT.TYP: WAVE DESIGN CRMFBcmDMsrrol-mruPmm 0u(G%Y5(0) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS ORAWINGI ""IMr�UPOmeANT" Moms A Shashoua TC LL Z0.0 Sf REF FL wfwGH HS DRAWING TO LL CONTRACTORS INCLUDING TK INSTALLERS. rabwftbtr d=ofBCsl(&OfC.TxWdylawm",byTMaMWrwra®far P.E.License # 19554 p TC DL 16.OpSf DATE o31&2011 practica" Orlar b ParrarrrBN Deee nalCEa1L Ina Ab "Pr"rlde f-I-y bradm W BCSI. Ili-m d "Derw"a, by aMrd.ral hax ProKM eDac .d N T W ahe ng a bO-cord BC DL 10.Opsf DRWG Ir Y'iQU-1 H )Y:D "1m 1-1",1,1,1,d p, IC1l u ftft B3, B7 m BIDD,rm ap �Pbfn M-hNi1- Jc Wb aria p>emon WZI. d am W P.M ti oaa; ur.o eka obmw.a aarWBdmwrC BC LL 10.Opsf ECT w-,ft I.PbmP".b fIW k mWbcaDv Vf , ^iV Ire. dvl hbor VM 1. brfa hu IM.b ppft. Dn d.,WV. m aM fame m hint oe maa b, �amorGoa�a wm ArSl/IPI f, a h I,aDmDD. wwDn. be.btlw, A bracby dbmsea. TOT.LD. 56.Opsf O/A LEN. 120610 EAST COAST TRUSS �.d m tNa d"Yp or Dols ww �m N. o.w<a, trdoir. aae.pbnP. dpawWd arynaAryrwpoaDaywYyrarhdaynQanTM.amubw.d*+.ewa DUR.FAC. 1.25 JOB#:22111 5285 Sf. LIrUE aLID. Fr. PIEIICE PL 3i0iG for ry rbvbtn N h I'ambnRllpl dh lA&fry o"IPfrr WANUM 1 t:be.7. 1908 NW 112thAve SPACING 24.0" TYPE VAL OFFICE: {712}IGG-:180 PAL: (7THGG-MG Fvrmrohdmrr.tlmbcadiatoblPmndno>BP"P"W tleaewSdtea: nwec -ftk,, M-Wh PyWTCk LsvGCrCG-�.�ka.ab.fo_o„ Pompano Beach, FL PDF created with pdfFactory Pro trial version wwwpdffactorycom Job:(22111) /PB5 F Top chord 2x4 SP #2 j Sot chord 2x4 SP #2 Webs 2x4 SP 03 µ150 mph wind, 21.79It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP C, wind TC )DL=5.0 psf, wind BC DL=5.0 psf. lvv=-1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf nonconwnent live load. Calculated vertical deflection is 0.01" due to live load and 0.03" due to total load at X = 9.2-2. Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 21.79 R from roof edge. 3'9" 3'4" va3X4 12 sp 4�2X4(Al) ' T a•ts 1 5'5" 10"13 ' I I R=458# U=601# RL=142/-142# W=3"8 - 10,10" R=386# U=221# W=3"8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Mabmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0• 1 20 0 4- 6 631 455 2- 4 572 472 7- 9 648 366 9- 12 645 366 13- 15 633 455 18- 19 20 0 15. 16 574 472 5-10 366 373 10-14 366 373 3- 5 370 444 14- 17 370 455 9- 10 232 133 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use puffins: CHORD SPACING(IN OC) START(FT) END(FT) TC 58 -0.58 3.75 TC 40 3.75 7.03 TC 58 7.08 11.41 BC 111 0.15 10.69 5'5" 3'9" m2X4(At) 19 N 20'T'12 10"13 R=458# U=601# W=3"8 DESC. = P135 SEQ = 157247 PLT. TYP: WAVE DESIGN CW-FecxmraEsrml-maa Fnnlnmt(arys(o) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWINOI "IMPORTANT"PURNSH Morris A Shashoua TC LL 200 Sf REF THISDRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Tnaoes reed re amtm cam In fablglrg. hNI andrg, PNnO, IntYWp rd bar ng. Rcfr ban I wlMNtratedtlono1BCSi(Bupf4ps.feylnrwmaWryWTIN ww(CJ)fa..ary P.E.License # 19564 p TCDL 16.Opsf DATE 03-18-2011 Friar b Pe.binrrV Boas fu 1p haFbm dW P-Me kncerarr b im w BCSI. u� .p.p.Vm bpchodahalhnapmppLalaahads a o.rahaaanyambalmnchue alallow apopery a6chM ni cdrr0. prW,e slnw,for perm W IaMYrand b lof "eh dWhaw BC DL 10.Opsf ORWG ny nayrECT •,��'•a bp-ibrctab—b--dan63,B7atWk, pplcabb. ApPN�bea�h he. d Nat dr.WnIlla5u ZI. r.Ie pl-M7arr UetaiY,ukaa nNee alnerv/ap. 18a42frm RMNb BC LL 10.Opsf Jc KKK in o notMre fIWBre bb id ftbr mncw 0e.ewrot haleapwe0b fm arofl% lw eate7aadm ary fails b bitl the Oraa b coNarnerce vlNMalrfPl 7, r fo.Iemm�g, aNppbO, Iratafaem bednadln q. TOT.LD. 56.Opsf O/A LEN. 120610 EAST COAST TRUSS �5285 AaW aoHl dn1Q r oar pg11En2 FhdrNV.4do�fa woyYlq dpfoNWlld rp +rWlwpan00bw1� 10 IMdaaOnatwn 1briEabrd rd►NemBo fr w dnk. Y hbft dtte 11MM Wow W ANSUM l awl DUR.FAC. 1.25 JOB#: 22111 Sr. LUCIE BLVD. FT. PIERCE EL 34946 ' OFFICE: (7721166-2180 M: (772�160-5320 Fu� InMrrolma blr*t 'ap Ck mbpand Mae •CC,. mveusW—_.._—a—m:w,.�,w�cara:wlc�:�lcc:"..,,r—reat 1908 NW 112th Ave Pompano Beach, FL SPACING 24.0" ITYPE VAL PDF created with pdfFactory Pro trial version www.i)dffactory.com 1 JOD: LLII1 / YtSb Top chord 2x4 SP #2 Bat chord 2x4 SP #2 4 Webs 2x4 SP 93 150 mph wind, 21.79 R mean hgl, ASCE 7-05. CLOSED bldg, not located within 4.60It from roof edge, CAT 11, EXP C, wind TC I DL=5.0 psf, wind BC DL=5.0 psi. Iw=1.00 GCpi(+/-)=0.18 ' Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non —concurrent live load. !Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 8.11.4. Deflection meets U360live and U240 total load. . MWFRS loads based on trusses located at least 21.79 fL from roof edge. 12 _ �3X6 — 7'4" 9 1112X3 THI5 DWG. PRtPAKtD BY IHt ALNINt JUB UtbIUNtK t'KUGKAM I•KUM IKU55 MhK'S LAYUU I Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 20 0 4- 6 510 409 2- 4 475 447 7- 9 485 360 9. 12 485 360 13- 15 520 4D9 18. 19 20 0 15. 16 478 447 5-10 359 312 10-14 359 312 3- 5 339 352 14-17 339 343 9-10 461 315 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 31 -0.58 1.75 TC 75 1.75 9.08 TC 31 9.08 11.41 BC 120 0.15 10.69 .1.9. 12 "X =2X4(A1) T 19 �20'7"12 F► 10"13 I 10"13 10,10" R=379# U=493# RL=851-85# W=3"8 R=379# U=500# W=3"8 R=544# U=413# W=3"8 DESC. = PB6 SEQ = 157248 PLT.TYP: WAVE DESIGN CW-Facx=a,WsrrnFmoQFrrar.mr(O%YSIR QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"' FURNISH Mortis A Shashoua TC iL 20.0 Sf REF TH99 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, T rer♦air. eabeim eem In fabdea=re, halm. diWng, In dlrq nd braelre. Rder m vd fabwan latest eddm W SCSI (B"kv em:om.rd safety Idorrr.Fan, by TPI and wrap for Wdy P.E.Ucense # 19554 p TC DL 16.Opsf DATE 03-1 &2011 was&ea prior m p.f—hv these 1-9— lr Yb. rid p .M. tmrp M b—Im w SCSI. Ur:ko n"tM op:erWw, by dhml Char haw wr petty a hed M." W—N c and bo chord Chat haw.propedaPachedrgldpeenp. Locg advmrapamv:xl Wwalrestralm cf-ba BC DL 10.Opsf DRWG nmatt, wap haw br, I t IrehM per SCSI and on .l In ora k, uri nested twW p6ba b e.eh taro dir Wdr Wnv&1S1ed,"nabm rdwdpb n oWmvoea4 niea. neeaewm Rery m drawrea twazrar dames t+ata p BC LL 10.Opsf JC E T rnv erawy ceap"rwn we u�. anaF.dbe re.por.mb rdr ey de/dm tromtN. mawr,F, ra"amwdmebwtiep rownasarpt,'>raham°'wpp`p' �Fa=m 6M Argdtr:aaea. TOT.LD. 56.Opsf O/A LEN. 120610 EAST COAST TRUSS Aw.l anti. Q.WV ar Fw.r P.P FrIN thdnM6, Yr7p.►..op.pYr.. •rR•h.rdar.l wwWr.pw.o�beWa�.da+un+vnnw.resvwwmN.ewro DUR.FAC. 1.25 JOB #:22111 S:Sa 57. LUUE SLYB. Fr. PIFIICE FL aipFa w.W*Lan lee.nwd.Iao or".0e00wFr.rWN"MIG..A 1908 NW 112th Ave SPACING 24.0" ITYPE VAL oFtus: rnzydaa-ztao eu: (rryIca-Casa nWBCetF,app{7PI;,pm;WIGlQICCxwxldd"re.am Pompano Beach, FL PDF created with pdfFactory Pro trial version www.r)dffactorv.com r JOD: 11111 / V4 Top chord 2x4 SP 92 Bot chord 2x4 SP #2 `' 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. by=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 -0.71 2.91 BC 47 -0.86 3.06 r I~ 6"'15 +1'4"9 1'4"9 —ice— 6"15 ---I IRS 12 =_3X4 R �J DESC. = V4 . PLT. TYP: WAVE oesto+CanrFDC2m7;SnP1- or Frran ox(MY s(y THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 7 321 232 1- 3 313 255 6- 9 321 232 9.10 313 255 4- 8 230 251 2- 4 219 254 B-11 219 264 Member design & wind reactions based on both MWFRS and C&C. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.00" due to live load and 0.00" due to total load at X = 1-10-3. Deflection meets U180 live and U120 total load. 11'6"3 =3'11" QTY= 1 TOTAL= 1 VIN01 I I Moms A Shashoua VO THE INSTALLERS, P.E.Llcense # 19554 I Jara iiy° nmN;° tail—,ppmp V�hd duos LLocatm dmn rw po!�mt!V , r bvieor•oba E C T per B3 ppreabtl J ppN ph ea b aacA race of- aM Po Wm as Ywn above and m h J° DeWK wkimled odwWm Rer>tn maW C rea Grw*Iar paW m nWk.W N ft I.-aa4lnc, maei baSM 1.. rm h da/a1mpbveradW- f°ilae b bWtl h Neo M eadonnanm Wdl I0J5FiP17, m b Aandirq, NdpphiF, Irebh9m raeireorm�e•, �.wm N. dT+a ar°orr ww Mrp me.Mhuoalw rrooaF/arn adpotwlnw LAST COAST TRESS ■Qb—h 11v 52eb St. LaUL• BLVD. Fr. PIFJICE FL 3iafG far ny JtislnMh napoe��rerh mYLpDaYpr WMitVIp118w1 085 S !77UUE BLVD. .. PX. (CE FL -b94 m•0°N•j*'•v"'ti ace 1908 NW 112th Ave mvec¢—ft b,TN: x Wale�rarer Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com REV. 10.02.05.1129.12 SEQ = 157249 SCALE=1.0000 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 16.Opsf . 1 O.Opsf 10.0psf 56.Opsf REF DATE 03.18-2011 DRWG Jc O/A LEN. 31100 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" -TYPE VAL JOD: LCI.1l 1 IVIV4 Top chard 2x4 SP #2 Bol chord 2x4 SP #2 Webs 2x4 SP #3 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind '3BC DL=5.0 psf. lw=1.00 GCpi(+/-)_0.18 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 24-2. Deflection meets U180live and U120 total load. 1--- 6"15 3'4"9 1113X4 THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Camp 3- 5 43 125 1- 3 22 190 4- 8 246 38 2- 4 205 33 6- 7 286 120 ' Member design & wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN CC) START(FT) END(FT) TC 5o -0.43 3.38 BC 48 -0.68 3.38 MWFRS loads based on trusses located at least 21.79 ft. from roof edge. 11'11"13 "8 'DESC. = MV4 SEQ = 157250 PLT.TYP.-WAVE DF.aiaararmFecmomesfmFmwFVKNC *YS(a) . QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=1.0000 -WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"' FURNISH THIS DRAWING CONTRACTORS TO ALL INCLUDING THE INSTALLERS. Moms A Shashoua P.E.License # 19554 TC LL 20.0 Sf P REF T repWm e4re"e Pale In faEevBlO.iwdn9. Wpplfq.IrohWg Wbraallp. Rafe-4 fakwtivl htrst edelm d SCSI (BLG1hd C-V..A Sddy InfalrtWbR W 7PI W WrGV fr "fdy TC DL 16.Opsf DATE 03-16-2011 JS'Y iTJi-v-✓'I r,aeaee,famrmvedeleeemaehneaeR 1ndakm0Aa WwMb arVWBCSL u�lam"alelw.e,eP,ioedarfvlerneaeM,md Wam�mdd aairo,rgbemmerom dwhaVeePreP=5,.eadWlfefeedreo. L«,m.dnw,rmPell,veerperd�o-darm,wab. fua BCDL 10.Opsf - DRWG I 1,9J 9 C "h— Jrg BVabd fKf SCSI aectlar B3. B7 r B10, v algiea56. reDN piatea b �a�h Om dbls, W paseen as afuwl abate W m 010 JaM adaas. mess Ilolcd dhvWx. et>m4.wre.,a"af>mwep�ew�w. BC LL 10.0psf Jc E T my omwe CmlPnleh raow fm. der edbeesPvemle fm afy m.+aem rlwlmra mawae, , S bwhV o bu, a e wmansurFt t. a r« w mre' wvwd' b �r,aee TOT. LD. 56.Opsf O/A LEN. 40004 EAST COAST TRUSS Aud.thd A reverpWkItMM6.4 kdW. A, al." .iaerwr,cue sewkrlwOWpetCYM1llrniaiyrdrrHbdvYp lorry/ mein kfar n,pwalft abw ma owMr ar ANUgW t Seo7. DUR. FAC. 1.25 JOB#:22111 6285 ST. LULIE BLVD. Fr. PIEVU FL 34946 OFFICE: (M2 166-2,ao Lim (vrwm-taae FmIl IrOwvaam.eem,pn.avenrdea p"ewde� Wt n,�,� 7m;WPM& —,bdm�,,-(=,,„,,.fee,a,e.— 1908 NW 112th Ave Pompano Beach, FL SPACING 24.0" TYPE VAL PDF created with pdfFactory Pro trial version www.r)dffactory.com JDD: LL-Ill / IVIVL Top chord 2x4 SP #2 Bot chord 2x4 SP #2 ` 150 mph wind, 21.79 It mean hgt. ASCE 7-05. CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind SC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is -0.00" due to live load and -O.OD" due to total load at X = 0.8-1. i Deflection meets U780 live and U120 total load. F.-- 6" 15 — i 1'4"9 �1 12 6 ._2X4(D8R) 10'9"13 94 c 1'11"B 1'11 R=219# U=1. 1# RL=108# W=1'11"8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 5 0 27 1- 3 7 65 4- 6 108 17 2- 4 58 7 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purtins: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 -0.43 1.38 BC 24 -0.58 1.38 DESC. = MV2 SEQ = 157251 PLT.TIP: WAVE DESIGN CUNFscmmmesnK-mviFnm.mc(O%us(m QTY= 3 TOTAL= 3 REV. 10.02.05.1129.12 SCALE=1.0000 -WARNINGI-READ AND FOLLOW ALL NOTES ON THIS DRAWINGI THE INSTALLERe, ":aW�e amr aroTMa®ro.wdm0in�me�a:ro Morris A. Shashoua P.E.Llcense#19554 TC LL 2U.0 Sf p REF r iMre Rd.W.e�LUDINO WbU ft tmea edYbn or BCsi (eaom:® Ca rf—t s"rny IK"mouati W mf .m MCA) fw W y w .Zn P W to W—im dwo ru 9e Ina Ltr "w" a m:oorrry brxlry par BMI. TC DL 16.Opsf DATE 03-16-2011 hy'm UnIm roxa oftMw, erord dW r� wM eRnaMee brr rheWWM-1 no¢wearo "m Dd 8 r f � rw� � ��etle BC DL 10.Opsf DRWG ems° aefa b drrWnpa 16L4-ifw Omdard phle posMms. BC LL 10.Opsf Jc mNB� bid fttieaerowIrc.erWrotbe:eepwr, farcurd%V.difmmtliadrr- l-Jrg of tnmaa. O:ss In cmfartmca vi0: AISIlrPI 1, w rw hM49. WPP�. Usf3r9an TOT.LD. 56.Opsf O/A LEN. 20004 EAST COAST TRUSS 'sea AwYonfih OMg a w'Ir l+rP � r*a.wg, MPYwworpfR.+mRW�fwd ror.ry ltruoMMhlMpor�Yytl g Wpr MrAI19VIP11 c—' DUR.FAC. 1.25 JOB #: 22111 sr. cuuE OUT. FT. FIERCEFL aas oFnCE: r772H66-211130 FAI (vr'Na-aa,6 lrFwmarefaroarera"—raelae.a MNOM 111:legit%@lat,-W7rANl fs9@KK-`—k—f— 1908NW 112thAve Pompano Beach, FL SPACING 24.0" TYPE VAL PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(22111) /EJ2 Top chord 2x4 SP #2 i Bol chord 2x4 SP #2 150 mph wind, 21.79 ft mean hgi, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. lw=1.00 GCpi(+/-)=0.18 `"Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.01" due to live load and 0.01" due to total load at X = 0-6-8. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM T Mapmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0• 1 64 0 4- 6 34 45 2- 4 115 91 3- 5 61 37 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 52 -2.45 1.42 BC 22 -0.43 1.42 Deflection meets U360 live and U240 total load. R=9# RGr-76# U=74# NAILED 11,01,11 10, Ham— 1'10"8 2' R=348# U=694# RL=322/-94# W=8" R=22# Rw=76# U=29# NAILED Endpts Tens Comp 5- 7 0 0 DESC. = EJ2 SEQ = 157252 PLT. TYP: WAVE DESIGN carnFBC2DQ EarrPI-2=Frmr=0x(oxv5(0) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=1.0000 I :hY aI�.PY n� •, ECT E-41ST COAST TRUSS . 5385 ST. LUCIE oL.O. FT. PIERCE IL 34"6 OMa; (r/2)460-21e0 F.1S (T 240 5e30 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, "IMPORTANT"-FURNSH THGS DRAW T reWm obemo taro In Mbpa@q, lwmn9, abpPrr®. I i U q ad b [M Weer to am rabwtln esededman of SCSI (a 1Nq Carynwa a.fdy hion unbq by TPr aW w7CA) fo, safely praaeoea prior., Parfam+ry m Ncaae 11on, char aaJda p+roa eraame W acsr. a 4h—UnIm �w`aP�i-h d kCdS-9rrelnr+—W— of tt Wo Wi Galen awae�. .wl�aeradre uvaree ne<acs(aeamr.ME, ofa,a....rP1gZAP* PWaa to aaae fay d.wamP".6aadw�ma,<.adan.e3a�tomM .1eQ.tmm. was Eev, BW,1 wnconponzfannm Im Pri'a Pa b, my L w b canvass racy Ire, aer A AWAf are. for aV 1h d I pan I s dufnY. mb Irgo m�"as<.0e0�"" "�`° N° ''af" °'`"°P`°' °'n A..d.ht"d.rWgaa.,rpq. MetaMd.vdq, IrAoaM.owlttftwmpmwrWd ■a..wr"w�o w Mr..ew�.fw.1�.e+brro w�mMMmwaa fY.ly d1CY. M M f.ePaf�tq dh dY&a thdpr WANSM 1 Sa.Z Par„o„U�on„W ", pe., P,�,f��,,,ti��y�e: I nyy=,„,.,,_,,,,_,e,,as„rTPc wren nd L Icc,„„,neeaafa— Moms A Shashoua P.E.License # 19554 1908 NW 112th Ave Pompano Beach, FL TC LL 200 Sf . P TC DL 16.Opsf B�C DL 10.Opsf BC LL 10.0psf TOT.LD. 56.Opsf REF DATE 03-18-2011 DRWG Jc O/A LEN. 2 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" TYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactorv.com JOD: LL111 / tJ:i Top chord 2x4 SP SS Bot chord 2x4 SP #2 150 mph wind, 21.79 R mean hilt, ASCE 7-05. CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TO DL=5.0 psf, wind BC DL=5.0 psf. hm=1.00 GCpl(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.02" due to live load and 0.02" due to total load at X = 0$8. I� 2-1"9 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4. 6 25 137 2- 4 174 110 5- 7 0 0 3- 5 138 53 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid celing use purlins: CHORD SPACING(IN CC) START(FT) END(FT) TC 68 -2.07 3.00 BC 34 0.15 3.00 Deflection meets U360 live and U240 total load. R=5WU=278# NAIL-ED 11'6"11 b rn iV 10, 3' R=400# U=1235# RL=638/-116# W=8" R=43# Rw-107# U=19# NAILED DESC. = EJ3 SEQ = 157253 PLT.TYP: WAVE DESIGN uur Wn4-=21`991-CMI(MY5(0) QTY= 5 TOTAL= 5 REV. 10.02.05.1129.12 SCALE=0.7500 i :.rnmy'yaECT e1a)a:a EAST COAST TRUSS s=es IT. tuu¢ ol.vB. tit. rrlmce EL xe+c oppfcar (nxNcs-2teo pu: (n2Na-asss "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" FURTHISDRAWNO�LCOONRACTOR ILUDINGTHEINBTALLERB, r.IMP�HN� folawia latest efdim or BCSI(BuMN Co P-9 Safely Irdomeba by TPI.ndW CA)fer safety plat&es pros b pefomfnP Boa fucfl R Indilem slw p-Adb b—IM W WS(. 4Jeaa rated att-Wee,by-hard ems h—pm"asethed—tent dralNWa befit —card Nat lu e. prepay dashed dmd ca¢np. L—dena saw, fa Parrmaa( meal N atraht of xobc eIW how bnoaftIn&h peram and w BB,Watall L"mn.bla AopN Pbb.beach law aftert rt, Da+lanassaan.mra.mmtaJabtoetao-,vkurdNmarwea. ft after bdifiTCopo42fa eowIr:rdd plate Wbete fIW kn W b W to b to n a dbc. ehap poi be rapa.mb I. arty d %h di from I adra m . % failaa b baM w bm b rardarrrerce WIh AISVIPI ,. a for.haraf4p, eaPDb9. Ia.taiatlm "E" A.W mM bue0 at txrwr pro. pe6Yfladr.rlV, hdptiY..baspArc. ofpahada�l •d..dro.wa+Day.aWbwd.y..na«.n..rbay..d..m>H.e.Wm a.ro.mw.rwr.wamoe dwe�oporpp.rw�nsurate.aa purmnlMmr.donamai, �,�, "°e.�icGb mete-"fe-o,. Morris A. Shashoua ..0 1908 NW 11201 Ave Pompano Beach, FL TCLL 20.Opsf TC DL 16.Opsf BC DL 10.Opsf BC LL 1O.Opsf TOT.LD. 56.0pSf REF DATE 03-18-2011 DRWG Jc O/ALEN. 3 DURFAC. 1.25 JOB #: 22111 SPACING 24.0" TYPE EJACK PDF created with pdfFactory Pro trial version www.ipdffactory.com 3b:(22111) / EJ5 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 150 mph wind, 21.79 ft mean hgl, ASCE 7.05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind SC DL=5.0 psf. Ivv=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent five load. Calculated vertical deflection is 0.02" due to live load and 0.05" due to total load at X = 2-9-4. MWFRS loads based on trusses located at least 10.90 ft. from roof edge. F� 2'1"9 1 5' R=485# U=696# RL=482/-142# W=8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tans Comp Endpts Tens Comp 0- 1 71 0 4- 6 64 189 2- 4 43 278 5- 7 0 0 3- 5 54 113 Member design 8 wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN 00) START(FT) END(FT) TC 75 -2.07 5.00 BC 58 0.15 5.00 Deflection meets U360 live and U240 total load. 1-91 R=149 JU=372# NAILED 13'10"11 0 N f7 11'4" R=91# U=8# NAILED DESC. = EJ5 SEQ = 1V254 PLT. TYP: WAVE DESIGN Cem-FBC=Msrrv-MS2mrmoxcaxvscm QTY= 4 TOTAL= 4 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNING I^READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT" Moms A. Shashoua TC ILL ZO.O Sf REF FURNISH THS DRAWING.TO ALL CONTRAOTORS INCLUDING THE INSTALLERS, T .a d. Wapwra acre rB bbraadag. dar< h.4,q di*M IrMW g and baah9Refw b-1 ra ft him m,E a=I(Buwm6 ,p s;iW; Ini; by 7Pr wtl Wide rw wev P.E.License # 19554 p TC DL 16.Opsf DATE 03-1B-201'I nnvmy w-iB prWbWwmbgaeaeftmll a. rBddemcurpravWee:eowanbr=imwBcs,. tads. coed amwww, by ahN ahr haw prop" aaxchW atu—d W ,q a"d hedwnchrd halhawaproK*a hdrigid-111M. Lw dW dl farpW!„oawd WwWred Wnorwdm BCDL OpS DRWG ,halow al Mm aad �eddWSCSI 113,0iwo�wppliab1mm�lipbW ahraa anwbdawagalmazrwataaaI.. BC LL 10.Opsf Jc ECT Wr.1M rrWU.t. bcwm I.- n— Irc.Wae thA r b/�dWdatae kv.I adr+wag. er.�ch�p ah d`tln mn In eadarrarce wNa1SBiPl L m rm hardrm. aNw{,2. rmtalaBm TOT.LD. 56.Opsf O/A LEN. s Awal2nNatOMg2rwrarPP MdriMdrrhG Indc:twapgapYroaaraatWor.t DUR.FAC. 1.ZrJ JOB#:22111 EAST' COAST TRUSS wm�admr. "wrwhaa+a+ow.ln.aweebam.aaNaa.waa a.roaeuabr.t.a.aparreoyan.mmao..brrwuarml+e«s 5285 E. LUCIE BL{9. FS. P1EnGB PL 33BIG opmcE: rrrBpGc-^.fao etc (vrattca-a3ao Far„o,a,a,on,�e,,,a,ed,ph.,oe�ar,w,pag„ndea,,,weW,m; R. w r�w;ml�e zvvrra�rce, aaaamaa 1908 NW 112th Ave Pompano Beach, FL SPACING 24.0" TYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactory.co i Job:(22111) / EJ5A { Top chord 2x4 SP 02 Bol chord 2x4 SP #2 Webs 2x4 SP #3 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/.)=0.18 In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 4.00 TC 13 4.00 5.00 BC 58 0.15 5.00 4' I 5' 2'1"9 I 5' R=485# U=755# RL=354/-143# W=8" r THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp 'Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp D- 1 71 0 4- 7 67 115 2- 4 120 158 8- 9 206 95 5- 12 36 68 3- 5 67 177 1D-11 315 140 Member design 8 wind reactions based on both MWFRS and CSC. Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.00" due to live load and 0.04" due to total load at X = 2-64. Deflection meets L/360 live and L1240 total load. ME =-3X4 DIM O i7 t7 10' R=233# U=327# DESC. = EJ5A SEQ = 157255 PLT. TYP: WAVE Desicau+mFBrammesrm� Frna-G%(Akysm) QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.7500 "WARNING[" READAND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH DRAWING Morris A. Shashoua TC LL 20.Opsf TH8 TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Tntsea repdre emene care In fand.JV twmpmerr nv, a1dPWnd. 0.2aFN end ba IM Refa m and P.E.License # 19554 REF DATE 03-18-2011 febwen ht edNon of SCSI (BWQV ConSafely Inforeotlon, by TPI vd WICA) fa ®reb Weedeea Who [o Pafomilp eeu h,xtlena Irmhkm"Woveknpo b Im Per BMI, TC DL 16.0psf I:nv Lnl'Y uueo naw ou,�,w.e, my erom.ror Imo WOP"y amcta�d mKn.r.nemt+,e em eemn elaua .Wait lave WePerb amelea rate ,nF. Locam.ahow,ra Pemonen umrelrava,,. er veb. Wlhaw bedng In SCSIandm BC DL 10.Opsf DRWG nN v ECT mi Pa lBr Dbdk,nePN�+bk. APPb P�kabeach lace asala�aeeeanel.p.N— rea�eeearw" pererberewnva,wA.z I. mCSI Plde Peama BC LL 10.0 sf p JIG nW B.UK Cmcaaea GIaW he. ebr m, Eereapaemb ra my devasen from dya d-&,, mI. toWMuow.Inc ram vMAwvml,.afa.Io�,wPPne,WbUm & b—h v evu%,e. TOT.LD. 56.OpSf O/ALEN. 5 EAST COAST TRUSS Aa.alenM dnrYp a oaar pap F8p Nadaatp, bdcrra aeoapYnre a�M�aee 1h vA%b bwd,..am.e.wro ���O�Nbernpu.�IaNtLYfrpDWQrpr�H9bIW16ae2 DUIR.FAC. 1.25 JOB #: 22111 B°BS Sf. LUUB BLtD. FT. FMCE FL. 86910 oFneF (LUM zdeo F.u: Nr.Nes-aaso For elmo,e"n,,,ml,pn,vener„wsPav nyyaeQ e„ v v "TPI; � xnen .orb e, 1908NW112thAve Pompano Beach, FL SPACING 24.0" TypE EJACK PDF created with pdfFactory Pro trial version. www.pdffactory.com Job: 22111 / EJ5E 1- Top chord 2x4 SP #2 Sot chord 20 SP #2 160 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.60 R from roof edge, CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw---1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. R=381# U=475# RL=419/-106# W=8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Ma>amum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 36 0 4- 6 70 198 2- 4 29 339 5• 7 0 0 3• 5 31 161 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -1.07 5.00 BC 58 0.15 5.00 MWFRS loads based on trusses located at least 10.90 ft. from roof edge. R=1dM U=392# NAILED 13'10"11 M o_ N � f7 /1\ 11'4" R=103# U=25# NAILED DESC. = EJ5E SEQ = 157333 PLT. TYP: WAVE Drsto+cRrnFea1)meESIMI-20021 47546(0%vxm QTY= 4 TOTAL= 4 REV. 10.02.05.1129.12 SCALE=0.7500 - I :AYh yr na y E C T EAST COAST TRUSS sas ST. L,Ir," aLW. F[. PiFlite EL 34946 OFFICE: (]721166-^.1ED P.Li: (77'1166-63SG "WARNIN01"READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURMSH THIS DRAWINO!TO ALL CONTRACTORS INCLUDING THE INSTALLERS, ins nn;dre em -- In faaledN, hudN,dippIN, ft bft dnr ale. R .m-1 fwwme k� eWm er BCSI taletr"u eerw—al sa,cy Ini—ft; by TPI aM WIW mr Wdy Md..Prbrmpe—i th—fl„p11— mdm.WWnWder„a,reryb—InG "racsL Unkn rated o0rerxiee, kp.hwd" haw Prro.M.va h dN,t. aW 0.aWm e.a I—rn hwd w` shaken IIm In Wbdw BBCSI. = `r BID.-pm,a,w.m p*pbi.I ,. hi applubla Appy ph ea b exh hce mm..a"a ne%I6)..I.w,ab>Awdw wffi—D.mk Refs to dravLa. lmaZ fa rbrdud phk pw�ms. fIW e189rN awlpwlet. G,wq I2. o1v1 r�Da re.pwemk fw ury deMa6m Iran, tllb dmWlq, bingalnlao,emAb,.wdm�I�e.:e,tvstrtfl,..r krtmlaw,www.I ew, a�� AwY aafN drrytip,x ova PP mn0ef. d'..rmr hfcan �P..pmrR. oiixphWbtd «dbwlrol.Pa.mine .prl aM.dwa.bw. n..rbae ww.wtraawro ftrWla Vd nk rmpw.e offtBUMMD"t WWANSMIgo ' .. io1oip0psaiO""vxv°°'� bS➢.P➢(Q imwsEPiLceoxtar wmv.kcvreere Moms A Shashoua P.E.License # 19554 1908 NW 112th Ave PampanoBeach, FL TC LL 20.0 sf P TC DL 16.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 56.Opsf REF DATE 03-18-2011 DRWG Jc O/A LEN. 5 DUR.FAC. 1.25 [SPACING JOB #: 22111 24.0" ITYPE EJACK i' F-LJ1- L.ICCLiGU WILII f,JUIFC1ULUIy 1—IU 1.1101 VCIJIUII VVVVVV.IJUIIQI.LUIY.IaJlll t Job:(22111) / EJ5S Top chord 2x4 SP #2 Bot chord 2x4 SP 92 150 mph wind, 21.79 ft mean hilt, ASCE 7-05, CLOSED bids, not located within 4.50 It from roof edge, CAT It, EXP C, wind TC _ DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection Is 0.03" due to live load and 0.07" due to total load at X = 2-9-4. Deflection meets U360 live and U240 total load, = 2X4 4- 1 DESC. = EMS PLT. TYP: WAVE -,r-, Nat lu e a PmvnN manned dpid ceaM I-5—ofo rot Pefrm hh(d—Vidrd orvabe i :hv aiya E C T nwa%'� Nat Ime bneirp irsGkd Per SCSI eectlma n.I 814 a appicabb. MPb Ph9m b each 11 albs aratPwCbn astl or abveartlm WUo aahro,uku mid atl,erWae. Prier m drninga 16]42 (or daMard P1� PUOw.. nW eWNbtl Cmnap Inc. da cm ba recpa�0b for WV&%Wm tram Ma d—ft, hlbae m bWH Ce buc In aardor-me WC,MSInPI 1, m for h,4M, W{gYp, baWdm a araalm or 0- Mabmum forces Endpts Tens Comp Encipts Tens Camp Endpts Tens Comp Encipts Tens Comp 3- 5 73 202 1- 3 52 365 4- 6 0 0 2- 4 45 194 Member design & wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 67 0.00 5.00 BC 58 0.15 5.00 MWFRS loads based on trusses located at least 21.79 fl, from roof edge. R=169 U=401# NAILED 12r6rr11 0 0 iV fV m_wlask�� U=35# NAILED QTY= 1 TOTAL= 1 MNOI Morris A. Shashoua NO THE INSTALLERS, P.E.License # 19554 1908 NW 112th Ave Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com REV. 10.02.05.1129.12 SEQ = 157257 SCALE=0.7500 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 16.Opsf 1 O.Opsf 10.Opsf 56.Opsf REF DATE 03-18-2011 DRWG .Ic O/A LEN. 5 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" -HYPE EJACK JOb:(Z2111) / tJ51 Top chord 2x4 SP #2 Sot chord 2x4 SP #2 150 mph wind, 21.79 fl mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP C, wind TC • DL=5.0 psf, wind BC DL=5.0 psf. M-1.00 GCpi(+/-)=0.18 'I Roof overhang supports 2.00 psf soffit load. ' Bottom chord checked for 10.00 Pat non -concurrent live load. Calculated vertical deflection is 0.00" due to live load and 0.00' due to total load at X = 4-3-8. ' Deflection meets U360 live and U240 total load. ' Shim all supports to solid bearing. MWFRS loads based on trusses located at least 21.79 tt. from roof edge. 12 =yC =2M(A1)� THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM T Mapmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 7 59 230 7-13 56 153 5- 8 134 218 3- 5 183 295 6-12 217 128 9.11 160 191 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) TIC 75 -2.07 5.00 BC 32 0.15 2.79 BC 32 2.18 2.18 BC 32 2.79 2.79 BC 1199998 2.18 3.59 BC 15 2.79 3.59 BC 17 3.59 5.00 R=1JAI=321# NAILED 12'6"11 0 14 \TIl 10, KF Fes- 2'1"9 10" --f- 1' -=l- 1'2"8 ---1 5' R=485# U=695# RL=482/-142# W=8" R=108# U=55# NAILED Endpts Tens Comp 2- 4 0 247 12- 14 0 0 DESC. = EJ5T SEQ = 157258 PLT. TYP.-WAVE o is Cwr-FBC20Traesmi-�Fr/Fn oM( xvs(0I QTY= 9 TOTAL= 9 REV. 10.02.05.1129.12 SCALE=0.5000 . I .h'J'JYJiYvECT no�,cv EAST COAST '1 HUSS 6-283 ST. LOCK DLCD. M PIERCE FL 94946 OFFICE: (772)I66-2180 M: (77:i10-6Osc "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 Tr -maul OR F NI�S�T SDdippIhOi�LWl-[R O1- LUDINOTHE INSTALLERS, r°b ftWm .° .fSCSIi�,Cm'P.^�t&iwy'd«^'"."b;TP'm'wW'rJur«e'en' e."«mma«r«.Wemf�t R I-lemdw«-Mekv«.am.dMWBCsi. road ftMw.mpd"d.wt-,p..a"M h dmupmm.r..W"v.naem d-d dw� wop"y• drigid «a.o. dw lme braehNmnd•dDr+aCSI mand.".es.etDWb, L.MneM dJwWpM.mp..nI- d ftW Wrm IWAZI. cab-," PtmhJuht Ddalh,uiu mmd aBeM.G n.r«m dirVC wazr«m.a.,dpmew.Wr Inv am-p c«On hm , mdr2. dw nA b. r=p« 1. o r« enaM. d. r�.es m..m r.�`a`�m"d"�"`AAMM r'p r"�H'�`0,m Awdan M d..+a «ww Pw wma •Jpa, ►ao:rsew+aaa�.mrr ftrwWdnd"%~' ��'dCti6lGlrr♦DMlpfr�.IMSNP11CNa2 F« i. e.....mr.pe'.p r+i.•�•wa.we....�edmc rry c .-..w..-bo-.- IN: �mi..J-A,wrCw.mw"rd __- ECG:pgyI-ft.M Morris A. Shashoua"IMP P.E.License # 19554 1908 NW 112th Ave Pompano Beach, FL TC ILL 20.0 Sf p TCDL 16.Opsf BC DL 10.Opsf BCLL 10.Opsf TOT.LD. 56.OpSf REF DATE 03-18-2011 DRWG JC O/A LEN. 5 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" TYPE EJACK rut- creates wan patt-actory t'ro trial version www.paTractory.com THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Bol chord 2x4 SP #2 150 mph wind, 21.79 It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TO DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 !Roof overhang supports 2.00 psf soffit load. �. Bottom chord checked for 10.00 psf non -concurrent five load. Calculated vertical deflection is 0.11' due to live load and 0.22" due to total load at X = 3-9-4. Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Encipts Tens Comp 0- 1 71 0 4- 7 97 245 2- 4 21 446 5• 6 0 0 3- 5 45 227 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 64 -2.07 7.00 BC 75 0.15 7.00 Deflection meets L/360 live and U240 total load. R=2114U=475# NAILED 13'6"11 M 0 v 10' 2'1"9 7' R=585# U=705# RL=569/-169# W=8" R=14D# U=134 NAILED DESC.= EJ7 SEQ = 157259 PLT. TYP.-WAVE DESIGN CRRkraczmmesm4zamFoxfbU%Pxvs(m QTY= 26 TOTAL= 26 REV. 10.02.05.1129.12 SCALE=0.5000 .r„rr.� yyECT "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH Trig DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r rNdm amam car" W rabdcaEre, harmrm. ~rq, hcher® w bretlre. Para W and r�mamw"mmnmacsi(aWdreCar.ar.,rsa"lre—fin. byTR dwTCA)W.V BC51. Pdw W p"dmdre aacdc" d�ee" ba !Ww I e w P e !"wren braooa per udm reW mKrWw..abcphe "� wwavawe mvr"�ure—!baam cmrd .jarw�'.em inaIns edpaSCSI-0 M dB ruvaw%llcbh�pw.W- � P.WI er.We I as Y,cea bnd d L ftp. Jddadah uk"roed epmJae rrIWBAaareatmauamndardphWpeaWrc my Bunnrre +a Dray be. anar tie rapor.mW ra.ry acvaem rranode ardrq, W]— W LOW do hm W cmbmncc WM ANSvrPI 1, a O Iwdbv. eNppft, t- bfm a wedreaW,en, Ate m Na Orrv1'0 a oawr PNMtnOM dr.Np, YdcaAw aaaprrw ofProrarlonr Morris A. Shashoua P.E.Ucense # 19554 TC LL 200 Sf .P TCDL 16.Opsf BCDL 10.Opsf BCLL 10.0psf TOT.LD. 56.Opsf REF DATE 03162011 DRWG JC O/A LEN. 7 DUR.FAC. 1.25 JOB #:22111 EAST COAST TRUSS t0MSf. WCIE BLVD. rT. FIERCE FL SiBiG opncer (»z)Ios :deo P.a: (rrHea-lass a.y.ee�..NM..pw.mabdr.o.yrr.rusum(ts.ea Far,vnl,dmrvcmae�ebpbypiicdrmpaperdnv.robdmc 1908 NW 112thAve Pompano Beach, FL SPACING 24.0" TYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZZlll / tJ/5 Top chord 2x4 SP 92 Bot chord 2x4 SP 42 15D mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, FRCP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. tw=1.D0 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.13" due to live load and 0.27" due to total load at X = 3.64. '. Deflection meets U360 live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 3. 5 103 254 1- 3 94 530 4- 6 0 0 2- 4 84 319 Member design G wind reactions based on both MWFRS and CBC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 38 0.00 7.00 BC 82 0.15 7.00 MWFRS loads based on trusses located at least 10.90 ft. from roof edge. R=23WU=494# NAILED +13'6"11 12 6 p l =2X4(A1) y � 10' 7' R=400# U=315# RL=426/-93# W=8" R=153# U=35# NAILED DESC. = EVS SEQ = 157260 PLT. TYP: WAVE oEsMCwr•Fa=omrsesnati3X2Fr/Fn-M xvSR QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNIN01"READANDFOLLOW ALL NOTES ONTHIS DRAWING I Morris AShashoua TC 20,E Sf REF naaaea"IIMMPOR°TANT"FRNIISHHTHBORMNO�eCOONTRAOTOR� LUDINOTHEINGTALLERB, rmtlm°mew�m"mofees,(awakoC��SafeyInf—odm,nytPl.mw,�r«®r°ry P.E.Ucense#19554 p TC DL 16.Opsf DATE 03 t82o11 Jn y,E prat tea prior fa parrmrirp dlue flrctlaat Ira¢kn ahal pr°Wa krlPararY bmeire per BCGI. Ilnk:sa rotes mlerWw, Ifp chardchaphaw prapefy aeazheda,-UAlh.2fma boemn.had wruawapapeuratlam,earlemealm. L—denedw—feepere arekkalrwb IA fvee. luau baelrg In rl—aaeea°ro BC DL 10.Opsf DRWG n:oim a C ahar es, b D ato, m aaa; ro ,a Mrdt plates b each ram ea al et n/feed** �n"amw+mawammaa,woatan�,r.ka.rokdacwwaa eryyBdrawre.,p—ts afamarlain BC ILL 10.Opsf Jc T Mbert my aware � wr�e,n raow Inc. aad rof be a.pa�.mla rar aro dadaam rtm,w. davlm. a"/ falls b bar! tb 4uv h emfmlwce WIh.VbUIPI 1, m kr IuN4p. sNpp,re, b6a6tlm abaelrewl�aa. TOT.LD. 56.Opsf O/A LEN. 7 EAST COAST TRUSS AaW mlil drnYp a aarr pp°Idry Na dAetO, Mctlnflwapan o1plM�krY Meow(ar»pa+Yy�bkrfwdwpNmll+a�hub.ndu.at�+.a.wro DUR.FAC. 1.25 JOB#:22111 s_e; Sr. f uue auv. FT. vfencs 34946 rurwa se+.rk.f.aro.evymne�oo.b.rprusvrnln.p: Far e-e l,dm,oem ae° th reee as bb°per_--.=a-1x,,,,, 1908 N W 112th Ave SPACING 24.0" TYPE EJACK OpflGE: (7T2}1GG--^.180 E.M. (7TMGd-893G 16 and to xab al ®- m,,,��, )WmJI'wv „dim.+ _ _ _ Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOB: LZ117 / HJ1 - Top chord 2x4 SP #2 Bol chord 2x4 SP #2 150 mph wind, 21.79 fl mean hgt. ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind I BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use puriins: CHORD SPACING(IN OC) START(FT) END(FT) TC 64 -2.88 2.12 BC 24 0.15 2.12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpis Tens Comp Endpts Tens Comp 0- 1 54 59 4- 6 32 28 2- 4 68 62 5- 7 0 0 3- 5 27 26 Wind reactions based on MWFRS pressures. Hipjack supports 1-6.0 setback jacks with no webs. Calculated vertical deflection is 0.01" due to live load and 0.01" due to total load at X = 041-1. Deflection meets U360 live and U240 total load. R=SS# Rvv=-60# NAILED 10,91,10 10, 2'11"2 2'1"7 R=308# U=332# W=10"9 R=41# Rw---58# NAILED DESC. = HA SEQ = 157267 PLT.TYP: WAVE oESIMCnrnr:BcmorfESM-MMFnar"0xlmfvscm QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=1.0000 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ Morris A Shashoua 'IMPORTANT' FLRtNIBH TWB DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, P.E.License # 19554 TC LL 20.Opsf REF Treoes mgLdm enema core to We dm t—am ddpptp, Ikumand brechm. prieraad bbxt edidab of SCSI (BUUM Carp Safely trdomddoe , by TPl wd WrCA) f« ufoq TC DL 16.Opsf DATE 03.16-2011 ��iavi�'vECT p8ft prior Do re tpeinp Vero fu eti treblem dat pradde larpormy b=hV per Best. 1Mdess rated easrdro, by clard dW hate prop" ePached ab:cbad dreaNrm am better, elcrd dWh--prop ryamehMrmldceeng. laatloa Navn f«pamwera tderelreatrald of veba BC DL 10.Opsf DRWG t rt9-•wv dallocobraelrg nd per loa and ea JW«Btq atap, rated tApplywe1 pbfeameach race rb—«d rgeII d11ot olaab« Va�pko�m w«.aaaeah«w.a r« cable pal0a0. Pefer ra dingrg BC LL 10.Opsf JC C peen. r" Ira nWkire to Cmpomda@«pIrc,neatrat be rapaaBb for oorl arflsV, Wnp«nddsdilodon my table to mdtl h buss N rnrd«rmrce aderAt61/r% 1, «f« hartlNp, aHppbp, Imhpadan ere lro.ft— TOT.LD. 56.0 sf P O/A LEN. 20107 EAST GOASf TRUSS Awlobfhdt A a —ppaMpNedr.A tided. - plu- NpWweloret for nv.evuebhlaaportliytlNlL6/rm o.rprrwANSVIP118ao2. DUR.FAC. 1.25 JOB #: 22111 5285 ST. LBUE aLt'B. IT PIERCE FL 3494e OFFICE: (770164-21a0 F. 7rlt0G-50w F«mam idenraean.te e+.myp�rd cane. wwwp�e.a web: 1908 NW 112th Ave Pompano Beach, FL SPACING 24.0" TypE HIP JACK PDF created with pdfFactory Pro trial version www.r)dffactory.com t Job:(22111) /HJ2 Top chord W SP #2 Bol chord 2x4 SP #2 160 mph wind, 21.79 it mean hilt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL=5.0 psf, wind . BC DL=5.0 psf. Iv=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 72 -2.88 2.77 BC 31 0.15 2.77 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Ma)dmum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 59. 65 4- 6 33 28 2- 4 75 69 5• 7 0 0 3- 5 33 33 Wind reactions based on MWFRS pressures. Hipjack supports 1-11-8 setbackjacks with no webs. Calculated vertical deflection is 0.01" due to live load and 0.01" due to total load at X = 0-8-10. Deflection meets L(360live and U240 total load. 2'11"2 I 2'9"3 R=324# U=344# W=10"9 RA Rw=30# NAILED R=27# Rw=55# NAILED 11'0"6 10, DESC. = HJ2 SEQ = 157268 PLT. TYP: WAVE DESIGN a:m@aC2WmEsrmFmmFmrnax(a+cvc(m QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=1.0000 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" FURNISHTH Moms A Shashoua TC LL 20.0 Sf REF IS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, T�e,:emin edma,"car,In/dxic,tlro.ro. wpWro. aihU:a ,ndro. Refab„d fo@"wth, bled eftm of eCSf (a ldW Cw —1 safely Idomo� M IN —f WR71) W nfdy P.E.Llcense # 19554 P TCDL 16.Opsf DATE 03-18-2011 V wace,errormpedam+ron",en,mm..Imubmdwwv1&fmTeraryb—ImwBeat. ue&e„ mhd oOwWw, bp em:d elm na a pmp"+N d h d st-U4 dwadyro a,d beam" erred grq ; tree f�@,dA:dWBrCSIi;e;u,`=,pp@".Whoe BCDL 10.0pSf DRWG y ApptpUtnm;o dt— —I"W.- � Wwft,*d D.WK .6— �" W-W- Rehr b l,aM2fm,a„ewa pme pe. BC ILL 10.Opsf Jc ECT nWeammpf:onpobmnc ff Ina,elm ad mr"pmcmb /erh de4gm MrV C be >"y,dtr,mwu,rotas,@,owrmm",a,wmusornf,,o,f>w�mnp,wpp�p,mmmew tr,dro da,®e. TOT.LD. 56.OpSf O/A LEN. 20903 EASTEASTCOAST 'TRUSSn,..reay A,Wa1H,daWp or pernw @,npme.rra, Y,9 ft@.m:..aNdp,ptt1 aaa.rmr �o�lra�wm.�vewa+.dw@a.rod..aw,o brw. oe..r@rrwm•moyar.romco.r@.rwualrrP(,s«s DUR.FAC. 1.25 JOB #:22111 5285 LDUE OUT. Fr. - Ca @L 84BW OFFICE; E: rn:Nca-2feo eu: adomomwaao w rrv+aea w.,,.meea "ws Tvc w.wmu,d wrr.� iea www.h"sr"m" 1908 NW 112th Ave Pompano Beach, FL SPACING 24.0"' TYPE HIP JACK PQF created with pdfFactory Pro trial version www.pdffactory.com JOD: ZZ711 / F1J.J Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere In roof, CAT II, FRCP C, wind TC DL=5.0 psf, wind j BC DL=5.0 psf. Iwr=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.88 4.18 BC 48 0.15 4.18 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp N 1 71 78 4- 8 107 168 8- 11 23 26 2- 4 31 84 5• 6 177 120 6• 9 160 110 9. 12 0 0 3- 5 225 165 8- 6 155 103 7- 10 158 229 Wind reactions based on MWFRS pressures. Hipjack supports 2-11-8 selbaekjaeks with no webs. Calculated vertical deflection is 0.01" due to live load and 0.01" due to total load at X = 0-8-1 Deflection meets U360 live and U240 total load. h —1'4"4 - -1 U=78# NAILED 11'6"6 10, 2'11"2 I 4'2"3 R=390# U=400# W=10"9 R=27# Rw--87# NAILED DESC. = HJ3 SEQ = 157269 PLT.TYP: WAVE DESMCar.FacmomesnPi-2=Fnm.oz(ox)ls(0) QTY= 4 TOTAL= 4 REV. 10.02.05.1129.12 SCALE=1.0000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Morris A. Shashoua "IMPORTANI'" FURNISH THIS DRAWING TO ALL COMRAOTORS INCLUDING THE INSTALLERS, P.E.Llcense # 19554 TC LL 20.Opsf REF rabdmlro. roouro. dlpWrq. b tdUV ..d bra.dM M, mane r.pwh tmd e�1lal.f F1CSI (BUIMbe Carparil5arrn irL.nreibn, LP 3PI and wroy for Wey . row °�"r 0 tratd=WWprmiddWnp..ybr.dMWBCSL TC DL 16.Opsf DATE 03-18-2011 wrbp h dw hau.. pr.pey.tla.had Ogld.eLrp. l Ww, mr D.Im'^�Vt.nl�re�trdbatanclnrd 1 n y, nulls .0havewanelnshWPaBost sect. B3.B?We10,m.P�r..et".np*p�m.xhf,.. BCDL 10.0psf DRWG ECT a��tl�"����,��� BC ILL 10.Opsf Jc nWe�p er.W arc, del fiber WaredeN. sNp mPisdtaw r n.e ro wu en man m c.a.rn�. amasum f,.r r.r "ammo. wpp�e. hmea." "°°'^par... TOT.LD. 56.Opsf O/A LEN. 40203 A.Y. thd..M1pmaa,rPoPliretmd.Wry,tnm..'r..wroDO..atxa..a.t EAST COAST TRUSS wh.wmr"wvborwbrtadWgnW1 Th*a#AbftwdmmN.a.wro 5285 Sr. LULZ DWp. M f7EECE PL 34E4 p��"'°�NhlnponWYyaCr6YfraDWplrr�.rM6UrPr1Sw7. DUR.FAC. 1.25 JOB #. 22111 w aara iar....,e.a..,lu.pv. p.+"d n>b P"e•..d ve.a vn5 d>e.: 1908 N W 112th Ave OFFICE: (r�:Hac-2f80 PSS: (T}IGe-d93G mvecctayyaf4csspS3Pba..wmmawa.wlrwww« `-iaicc:www_4.®ra.A Pompano Beach, FL SPACING 24.0" ITYPF HIP JACK PDF created with pdfFactory Pro trial version www OfFactormom Job:(22111) / HJ5E Top chord 2x4 SP #2 Bot chord 2x4 SP #2 -150 mph wind, 21.79 R mean hilt. ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT If, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -1.46 7.01 BC 82 0.15 7.01 i I 1'6"2 I 7'0"2 R=403# U=356# W=10"9 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces 'Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 0- 1 52 57 4- 6 83 96 2- 4 25 59 5- 7 0 0 3- 5 9 58 Wind reactions based an MWFRS pressures. Hipjack supports 4-11-8 setback jacks with no webs. Defection meets U360 live and U240 total load. R=2419 U=287# NAILED 13'10"6 -6) of [V n M ■�ril��ilCSi� R=152# NAILED DESC.= HJ5E SEQ = 157336 PLT. TYP: WAVE DESIGN Ca4r=Fan007REsm1-20mFrmmoxtoxy5q QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.7500 ' "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT' FURNISH THIS DRAWNO TO ALL CONTRACTORS INOLUDINO THE INSTALLERS, Mortis A. Shashoua P.E.License # 19554 TC LL 20.0 Sf p REF T—Md'e*em. In rob drg, hndrg,.NFdnO. If.>aDM ebadM Nererb and rF°b.°e�� °nasa 0.xms'rN"ras� niTPlwimmscsi.`w bW b.cbe W SCSI, TC DL 16.Opsf DATE 03.18-2011 = d mrobe opwv .bFenact ce nq. ocz5=ewmf ;-=ner*be a.name°mcrora M 87 B0.=a ��b r°`ei BC DL 10.Opsf DRWG :""fmiy nT.N° °ECT ena°`'iIm`m°WadrVVbm°�lW W B=ae��mn raW a�e�� tlf.bWd�I.P-U. a4e�robaonwaa rser>bmawnf®azrQr BCLL 10.Opsf JC I-+Nac rail" b bitl En bfu b wNomm;ce Wtl,AHSVIPI f, a b ha;m;aalfFFla. in�een 6 brae4pd01aece. TOT.LD. 56.Opsf O/A LEN. 70002 Aaal.nH.drn4p or O6vR pqa KIp Mflfip, b®edl..o.aPYD?. 0rlx.hwlotd DUR.FAC. 1.25 JOB #: 22111 EAST COAST TRUSS ■cu.rwr"wNWnW*fsIt. ewt0.w It. AA v d—di+.anw h'r"rr'„m^wCat' &MMC.WWWP'uavmlt"'a ' S= ST. LRIE BLVD. Fr. PIERCE FL 34646 OFFICE; f>72}1W.-:f80 F.M. (�]:i1W-D336 — h*.„ .—Of W.04-W rom. wFa w F.,,,,m.ua: �„ KWIC& , ,�„,,,.,°„gr,°„ 1908 N W 1121h Ave Pompano Beach, FL SPACING 24.0" ITYPE HIP JACK PDF created with pdfFactory Pro trial version www12dffactory.com J UU. LL I I I r r7J r Top chord 2x4 SP #2 Bot chord 2x4 SP SS Webs 2x4 SP #3 ' 150 mph wind, 21.79 It mean hilt. ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C. wind TO DL=5.0 psf, wind !BC DL=5.0 psf. Iw----1.00 GCpi(+/-)=0.18 Hipjack supports 6-11-8 setback jacks with no webs. Deflection meets L/360 live and 1-/240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM T Maximum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp 0- 1 72 79 4- 6 727 690 6- 8 125 125 S. 7 642 642 7- 9 0 0 3• 5 492 630 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 64 � -2.88 9.84 BC 75 0.15 9.84 Fes— 2'11"2 9110"1 , R=697# U=593# W=10"9 1757 R=292#1U=374# NAILED 13'6"6 c e, in n 'v 10- R=525# U=184# NAILED FR'S LAYOU I Endpts Tens Comp 2- 4 746 853 6• 7 703 703 DESC. = HJ7 SEQ = 157370 PLT.TYP: WAVE DESIGN 0ffNFI3CZM7FffSffPI-2= FUFnlD%m+kv5M QTY= 4 TOTAL= 4 REV. 10.02.05.1129.12 SCALE=0.5000 x. ,m yY ne>a, ECT EAST COAST TRUSS OM57. 1 fl BUD. IT. !'1F110E FL 33Bi6 oemcs, Ine}rss-2reo ea: (7rqIoa-6= "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, n wd r �b r�aflm ecsi (eswuli"a s:" Wanm W m and wma) fw Wei 6 mpdeI,�d 1-n(w� ��a�e°�'�dawr�reImwWSL auth—mp,N a0,d Hold ealn& L=ad=0wMfIXpemmmthbrafe*a 0fveb aW hne Wad,gl:etafcM px BC5l �ectla,�B9, B7IX B1[I,uappl.•µ Pyp1/prrabeahfrs amm-dw�rma.v cowwmonJaeo�rr rtmnobeoo"wae. Pefnbdmg Cwp ZfIX Wtm. bpmUe r be:twe n—dim..na"mAMI/ IXe. rIXmy kV.W ft.t dr w�,e. S b-Ing.l '�' m �nfm,em<am usurrf r' IX wr walre' m�pro' u,esuem ArmMtr wa.a PkP1*6fh1k a,aaoa..00.q.o.awor.r.r �ro� ar..w•rso ew+d�+d�+a.row. TM.eertyw ra�l.aa�Hra rr.�a ou.re.k.wk.eoymn.tamoowwlwusurwta.� f„bm�,p�.;�,be�a,a; mveco: Moms A Shashoua P.E.License # 19554 1908 NW 112th Ave Pompano Beach, FL TC LL 20.0 Sf p TCDL 16.Opsf BC DL 10.Opsf BC ILL 10.Opsf TOT. LD. 56.Opsf REF DATE 0316zo11 DRWG Jc O/A LEN. 91001 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" TYPE HIP JACK PDF created with pdfFactory Pro trial version www. pdffactorcom JOD: LLT 1l / L;J1 -•Top chord 20 SP SS Bol chord 2x4 SP #2 -.150 mph wind, 21.79 it mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. he=1.00 GCpi(+/-)=0.18 J Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. -,Calculated vertical deflection is 0.00" due to live load and 0,00" due to total load at X = 0.5-11. 06 R=137"vr-760# U=210# NAILED rl 10,61,11 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Matdmum forces Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 6 340 97 2- 4 517 145 5• 7 0 0 3- 5 84 24 Member design 8 wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 41 -2.07 1.00 BC 10 0.15 1.00 Deflection meets U360 five and U240 total load. 10' 2'1"9 -+- 1' �I R=441# Rw=479# U=1889# RL=469/-89# W=8" R=35# Rw=254# U=65# NAILED DESC. = CJ1 SEQ = 157261 PLT. TYP: WAVE DESIMCwr-Fscm07Msmf.2ozRW-C%tmcvst0) QTY= 22 TOTAL= 22 REV. 10.02.05.1129.12 SCALE=1.0000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS ORAWINGI "IMPORTANT" Morris A. Shashoua TC LL 200 Sf P REF FURNISH THS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Thaw, qd "drone taro In f bd.AM. h.AM. aHpON, iAaaaa e:d bathe. Refer b w rapwmararcaaaa dBCsr(aWubgr�nW. W—t$.a,byTM WWTCA)W fart P.E.License # 19554 . TCDL 16.Opsf DATE o3lezo1l �- r"a"e"e. mtl, b padambv f— m""ea.. 1addaro cup Pr * ra"w wy bWhv W ecsf. Unbp noted afMw, hard shot haw pro ly �d d m,tgmC,.lwNrV and boean cM ea"aea.ww,rarp�! eW, rro.w W-b. , 10.0psf i s'x riiy,� ^ ft�;w x "wnawapap"yaoab�`edmd"aam .h.p hate ba ie faphkd per "tlaa 8:t B7 a cite, ac aPPlcab4 Pppy pHW ro oath taco BC DL DRWG . Je mews.adpabw:a.d:aan,bale.ada,a,exdnitxr,u,uVenmwa"tnawea ahadma pm's pacaane, nlud nr, BC LL 10.Opsf L T &ASWrya,wazr« /anae b bitl tln bto h cardame�ce WNAf6VIP11, ar far lerdlre, eldppiry. b�laeon Wf.0b Ca,va:.a. trap be..tw Mb VM1. a fw eardNaemfrom cisdW. a TOT.LD. 56.Opsf O/A LEN. 1 EAST COAST TRUSS A.d Ae.tlan n. Stirs>oawr pPwro ta. �vYa, ka".'r..cp.patw otptol.dw�l .Sowinaf..pan.oay.aWara.dpppn.npw Tn.wb®b.dt.ma.dawa DUR.FAC. 1.25 JOB#:22111 szss sr. auue stw. tr. Hence er_ sFe+c opncs: (rz?tcc-also etc tT.'aVtCG-aaao ra.npaape,.ru,.onreooafaeu� o."m.,�a,uasufwls.a, Faaa„kd sea„a,mi,pn.,p�,oe,wp,a„da�aaabW-: mveca:� b* a TpC ,pot;t�bda,n:fcG,,,,„..k"",faa,a 1908 NW 112th Ave Pompano Beach, FL SPACING 24.G TYPE JACK PDF created with pdfFactory Pro trial version www.pdffactorv.com JOD: "L"L111 /L:Jlt Top chord 2x4 SP #2 Bot chord 2x4 SP #2 150 mph wind, 21.79 ft mean h9t. ASCE 7-05, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Mr-1.00 GCpi(+/-)=0.18 •Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.00° due to live load and 0.00" due to total load at X = 0-5.11. R=-21#` --150# U=59# NAILED n 10'6"11 10, Imo— 111"9 I 1' - R=212# U=771# RL=305/-53# W=8" R=B# Rvvr-63# U=18# NAILED THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Mabmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 36 0 4- 6 67 29 2- 4 113 48 6- 7 0 0 3. 5 16 8 Member design 8 wind reactions based on both MWFRS and CSC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 28 -1.07 1.00 BC 10 0.15 1.00 Deflection meets L1360 live and 1-/240 total load. DESC. = CAE SEQ = 157262 PLT. TYP: WAVE oesio+C ar.�nomaes rPrFnar-oxroxverm . QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=1.0000 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" Morris A. Shashoua TC LL 20.0 Sf REF 1 F�c6HTH8 DRAw1p ING TO CONTRACTOR INCLUDING THE INSTALLERS, fobwlln lVut eSNon a/SCSnd I (BW" cWrWrAWdy' lNm;atlm4 W lPI Wd Wn%U far ®f t1 P.E.License # 19554 p TC DL 16.Opsf DATE 03.18-2011 wwdloca wra n, pe n im ceu (adman In akm.om w,ua; mava„n br.a,ro W ecsf. uam nova od*rWw, mP crowd d.1 row Pwowwy a4acw 1 att t" W: Nm am bmam dnwd dwmwawoPayaaaeroirrddmilm'tmeih.aroanraP-jn lawwolrestralwdof%ew BCDL 10.Opsf DRWG ,aNMa Jd Imobadwg Iwefa d P-r SCSI re..JB or O ea �DWr.W U-W�bearn face b"d of b— end posMon as 6d ww show. on cie Job-Deiaa. irie-s noted aA" p Rd.Wdaw�.law.zfaCbMamr+amwamaw. BCLL• 10.Opsf Jc ECT rrW BADO Cages Gwa.be..war row W r-aPanab6 fwa%&-Macon Rae Ith drerhv, fans-abdlf do bu® b conlm Nib MVM 1. a far banAwV. HPWV,IN Won r.m. TOT.LD. 56.Opsf O/A LEN. 1 EAST COAST TRUSS Amdon►hftok ra-a.rpapaumo XadaAa kdW. aooaPYtn mwmwa.l e..Ababaaduamrdaawm DUR.FAC. 1.2"TYPE JOB #:22111 sas st. Moue FT. PIERCE IL �erc a-yab�aa.1...w�ymh.ouao..q.rP ANWIPrls.oaa 1908 NW 112th Ave SPACING 24.0" JACK r,-2i orPrc>:; rn.Hor.-:1eo etc: (rrHw-raxo Pa .uvmmdm.aeea.W a-w.warno.aP ..o haowAalraa: 1vr; Pm;vvrC&- r��iro�-,.,, a-rcc„w.•,--�:fa� Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com F. J00:(ZZ-1 71) / L:JJ -Top chord 2x4 SP SS Bot Chord 20 SP #2 150 mph wind, 21.79 ft mean h91, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. lw=1.00 GCpi(+/-)=0.18 -1 Roof overhang supports 2.00 psf sofild load. Bottom chord checked for 10.00 psf non-conwrrent live load. t,Calculated vertical deflection is 0.02" due to live load and 0.02" due to total load at X = 0-6-8. 0 T 4+'3 1 Imo— 2'1 "9 — 11-1IJ UVVU. YKtr"AKtU tlY I hit ALt'11`rt JU6 UMc1UN=K r'K KAM MUM IKU00 Mr-KA LATUUI Ma)dmum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 0- 1 71 0 4- 6 25 137 2- 4 174 110 5• 7 0 0 3- 5 138 53 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 68 -2.07 3.00 BC 34 0.15 3.00 Deflection meets U360live and U240 total load. R=57WLI=279# NAILED 11'6"11 m c in iV 10, 3' R=400# U=1235# RL=638/--116# W=8" R=43# Rvv--107# U=19# NAIL-ED DESC. = CJ3 SEQ = 157263 PLT. TYP: WAVE DESIGNCRff-FBCmomesrrn1- mFVFrno,troxvxm QTY= 8 TOTAL= 8 REV. 10.02.05.1129.12 SCALE=0.7500 rm;yyECT 1r�eI�Ipa.�at�a,a.�.Am�bre� EAST COAST TRUSS sass 1Y. L CIE Duv. rr. iFEneE r•1 asv+e OFFICE: t74)1W 1100 p6E: (7 21166-W-.a "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT' FURNISH THS DRAIMNOTO ALL CONRiA=RS INCLUDING THE INSTALLERS, Fosses re�dr" m� we m rmlr�r�v, I�mro. wppne. r�wwow w e.edra. �ru m,nd r"wnna�e"cn�"recslrawe�rauW1"nWTVlwwrrntra®ray prxdees Kier b perrevare Owe Os Son.. Immbrs dur wvAde Ierrpwm bradnp w Scsr. U,&=t, ed maws. W chwd car lme pope!/ .ended mrebra dw08q a bo dwd wrlmeepeopttly ePaGed rq�aemnv. r�.n�.mw,t"r p�rr�raalr�bev.erv�e.. rwsa erd p"sltlmr n de«,mob �d m an dda o� r.xv Ica w mnrw.e. °I><ramdr"w�,wur«mwrdpmmp� my e�dlm,v eo,rvnan rely u,e. r,ar roibe re.pae0ls rer.ny de,wa, nm� mi" ar=.Inv. my WIm b batl ob � In vadmreae QhANSVPI 1. er Id t drug. wpphe. InCaWw androe.1ft. AsW on Ns drnllV a owr PWr10ni Iis6rNR hldoW orprotWad a w lcuou. rrr I+p aloe sew o.dprr v.ruavrw t s«s pe Relnommm.e"ed. ma .nddwe"obe a: pb'e pearl pave mvecce."nrm�—TPI:wlrwm�LsamIca,»,w1<e."re.e," Mortis A. Shashoua P.E.License # 19554 1908 NW 1121h Ave Pompano Beach, FL TC LL 20.0 sf p TCDL 16.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 56.Opsf REF DATE 03-18-2011 DRWG .ic O/A LEN. 3 DUR.FAC. 1.25 JOB #: 22111 SPACING 24.0" TYPE JACK PDF created with pdfFactory Pro trial version www.pdffactory.com Jab: 22111 / CJ3E Top chord 2x4 SP #2 Bat chord 2x4 SP #2 --150 mph wind, 21.79 ft mean hgt, ASCE 7-05, CLOSED Bldg, Located anywhere in roof, CAT II, EXP C, wind TO DL=5.0 psf, wind BC DL=5.0 psf. by=1.00 GCpi(+/-)=0.18 Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non -concurrent live load. ,Calculated vertical deflection is -0.00' due to live load and -0.01" due to total load at X =1-6-5. I 1'1"9 I 3' R=277# U=710# RL=512/-80# W=8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp -Endpts Tens Comp D- 1 36 0 4- 6 38 168 2- 4 7 230 5- 7 0 0 3- 5 12 88 Member design 8 wind reactions based on both MWFRS and CBC. In lieu of structural panels or rigid ceiling use pudins: CHORD SPACING(IN OC) START(FT) END(FT) TC 55 -1.07 3.00 BC 34 0.15 3.00 Deflection meets U360live and U240 total load. R=Q U=348# NAILED R=56# U=29# NAILED 11'6"11 10, DESC. = CJ3E SEQ = 157264 PLT. TYP: WAVE DESIGNcwr-Fsammesrmr-M=Fnar"ox(oxus(m . QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=1.0000 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" TO Morris A Shashoua TC LL ZOO Sf REF FURN18HTHIS DRAWNO ALL CONTRAOTORB INCLUDING THE INVALLERB, T reqnlm a*e care In fabicafrp, hudw. Wpf+1r6. In aUV and baeirg. Refs b and f kwdn hied odrem of 8=1(e4arg CmVwat Safely Inf—son, by 7PI and VvICA) far Wdy P.E.Licanse # 19554 .P TC DL 16.Opsf DATE 03.18-2011 i"aECT pracdam pM fe pedam(re mmer,.,adwat 3nsie1—"W Ndeknpmarybaclnlpme= w1law vmce'^'aeahm im"aI°"ana. `a°`°D"'in.`'—f'pe==reWM f%eb6 BC DL 10.Opsf DRWG ltisry „ alai law braelnB WalW VereGSlectlm�R]. a7n a,4 neVMn" -w Ph�+ta etch faa ' ofbussand fit "W absfandm ECLBY od ID,, messnatbk atlr+Wm Rderbd;.-1fm42rmdmdwphrepondba BC LL 10.Opsf JC nW&mans Canponeda Cmw bs. star rot be rmpa RM car wry deWOnn mam 0* drawnd, a wWw -a= a. In® In aard.—wth MbVml 1. ar 1. h—trp, Wpphv. In LWm TOT.LD. 56.Opsf . O/A LEN. 3 EAST COAST TRUSS �w.lmN.d+w•varegrwwwt+ro�daa.r�c,I.pa.pmrA.ar DURFAC. 1.25 JOB #: 22111 s=a5 sr. auae BLVD. Fr. Pll¢ FL &sewawvdn= ktamem*ftmw&roo.larrANSM+&AA 1 908 NW 1121h Ave SPACING 24.0" TYPE JACK •, OFFICE: (MY166-2180 FdY(MI166-5336 ae iNa aFaareopad awm: nweaTPI:wynt--wrwIc Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactory.com JOD: "L2111. / UJO . Top chord 2x4 SP #2 Bol chord 2x4 SP #2 `150 mph wind, 21.79It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 ! Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 Pat non -concurrent live load. Calculated vertical deflection is 0.02" due to live load and 0.05' due to total load at X= 2-9-4. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 71 0 4- 6 64 189 2- 4 43 278 5- 7 0 0 3- 5 54 113 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 75 -2.07 5.00 BC 58 0.15 5.00 Deflection meets U360 five and U240 total load. R=14WU=372# NAILED 12'6"11 0 fV l7 10' 2'1"9 1 5' R=485# U=696# RL=482/-142# W=8" R=91# U=8# NAILED DESC. = CJ5 SEQ = 157265 PLT. TYP: WAVE DESIGN CMTWSC2=ntESMI-Mf2FUFU oM( "S, QTY= 6 TOTAL= 6 REV. 10.02.05.1129.12 SCALE=0.5000 "WARNIN01" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANTT" FURNISH THIS DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Morris A Shashoua P.E.Ucense # 19554 TC LL 20.Opsf REF Truro mRWm e�erm care InfaMraAry, turdry, dipping, InaEaere aM bnde9• Rd. b a:d fobwtlw r@af emlcn of SCSI (Bu6M9 Qm po a<f Safety Infom"t by TPI MWICI1) fof aabfy """0e�e�faw°�pep� �� br TC DL 16.Opsf DATE 03-16-2011 t:m •'rnye dwfWaaw=Paryae><I,earyaI--d B3,B7 dWla. bating lrefaled S7a B14 face Appy rpbb.1hI BC DL 10.Opsf DRWG ft9>l4a r810wrPem�r�Iarp pel8CSl aeetlmrBg, asappbabk, phtesbeach ���"doananoeandoneegmaoea-vnt,s awm waa Ref>blmNnYs,f�IlA-Zfn abrdard pbla prckha . BCLL 10.0psf Jc T nWkwe tokI ftb+hncord Irc. dratrot IarreaD�bfort mv..nemn tie Mv. fdtae fo biltl tln f� N rnNarnariea yiQi nfISVIR,. u lof harrOng, d1PP�V� Irsdb9an s cadre eft- TOT.LD. 56.OpSf O/A LEN. 5 Affwnll hlaft.ykp. ae.r awMaro N4fimip, AgctYa fooapllnn W P.%.bnal DUR.FAC. 1.25 JOB #: 22111 EAST COAST TRUSS �5"Aa St. Lf1UF OLYS. }S. PfFRCF FL 94IHS °rwa"°�"w�""w"�r°°w°'rr.rusvlq'fl.'�' 1908NW112fhAve SPACING 24.0" TYPE JACK OFYICF: {TJ9}1SG-YfBU PAC (77.'.i1Cfi-a990 For nacre lydwmtmaro..pna Yerimal nob Pagawere.e wea dtea: Pompano Beach, FL PDF created with pdfFactory Pro trial version www.pdffactorv.com Top chord 2x4 SP #2 Bat chord 2x4 SP #2 150 mph wind, 21.79 ft mean hgt, ASCE 7-05. CLOSED bldg. not located within 4.50 ft from roof edge, CAT 11, EXP C, wind TO DL=5.0 psf, wind BC DL=5.0 psf. hr-1.00 GCpi(+/-)=0.18 4 Bottom chard checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.03" due to live load and 0.07" due to total load at X = 2-9-4. Deflection meets U360live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 5 73 202 1- 3 51 357 4- 6 0 0 2- 4 41 182 Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) TC 67 0.00 5.00 BC 59 0.13 5.00 R=1640 U=401# NAILED 12'6"11 10, R=287# U=260# RL=348/-66# R=109# U=36# NAILED DESC. = CJ5S SEQ = 157266 ,. PLT.TYP: WAVE DESIGN «urkrea0vmesrrvlaolaFrmT-0%(U<vs(0 . QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 -SCALE=1.0000 -WARNINUI" REM AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANt" Morris A. Shashoua TC LL 20.0 Sf REF FURNISH THS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Th— leOm emaw care In fabrkaft IwAN, Npp[rV. lnda"end b:a Tm We (.bwft Wed edalon of BC51(BuUdfN C-P—I WdY Ird— atlas, by TPI aM WIC ) for 6d* P.E.Ucense # 19554 P TC DL pS DATE 03-1&2011 :Jsv irJl_✓•1 d m�a M o bpc e�w� �d>hp,m n�m W ng-1� b� elW haw epreperInddad IJcativ. pkWe lafadreebdlt of veba BC DL 10.Opsf DRWG t a1N)A:e BCSIeea. 810..p dui lmwM lId-.k—a—s 1—ftJB7mab, r6m-bd.&-yphtesb each face ableaa,Wa JleaNwe Wdud da do Johe ee a$abaamMabvWea rmrWBdUnro.t�zfada�daraNampea BCLL 10.Opsf JC ECT RW B lino Nft b— trout he. Nat hba nzpas2b rW hw *Nadal rmnEda Era m aM fallae m bWb ob blew b axdanwee WdaAH5U1W 1, aW badLq. atipptnp, il.fandm &I—Im rbaaea. TOT.LD. 56.Opsf O/A LEN. 5 'L'RUS5 Awl m fdab.aro vlwar gpalhYlp eda aewa kldioipea.paapral.. apaaada.I DUR.FAC. 1.25 JOB #: 22111 EAST COAST wewmf«w�rewbn�awod�al.il..�udwwaH.aweo fus Isws taw dll0-Is ftmv lu a+.&Oft 0.1g- P.1908 S:ed St. LULU BL171. FT. PIFIhCE FL 3{fl{G .' ofmlce: (n2>,ce-2feo pm f�nNcs-asae myec¢,M,tawr�w"�a1`"ww.,`�;ora` NW 112th Ave Pompano Beach, FL SPACING 24.0" TYPE JACK PDF created with.pdfFactory Pro trial version www.pdffactory.com