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HomeMy WebLinkAboutTRUSSSCANNED 0 lfl,�TJ Truss Corp. 2801 Industrial Ave Two, Fort Pierce, FL 34946 Engineering Package Certification Form Contractor/Builder: Newland Contracting, Inc. Job #: Project: Three Bed/Two Bath / 90037 Model: City/County of Jurisdictior SAINT LUCIE Occupancy Type: Engineer or Architect of Record: LEO Roof / Floor Truss Company: TJ Truss Corp. Truss Company Address: 2801 Industrial Ave. #2 Fort Pierce, FL. 34946 Truss Company Contact Info: Phone: 772-466-3388 Fax: 772-466-9329 Engineering Software Supplier: Alpine Engineered Products Engineering Software Version: V.I.E.W. Version 9.01.01.0124.02 d PDF created I certify that the engineering for the trusses listed on the attached index sheet has been designed and checked for compliance with the Florida Building Code 2007 and are in conformance with the Florida Administrative Code Chapter 61G15-31.003. The truss system has been designed to provide adequate resistance to wind loads and forces as required by the following provisions: Design Criteria: TCLL TCDL BCLL BCDL TL Loading (PSF): 30 15 10 10 65 Duration Factor: 1 Wind Speed: mph Exposure: C Mean Roof Height: Auto Feet Engineer: Julius Lee, 1109 Coastal Bay Blvd, Boynton Beach, FL 33435 Attached is an index sheet submitted in accordance with the Department of Professional Engineering, Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. If structural Engineer of Record is not listed above then he did not exist as of the seal date per section 61 G1 5-31.003(5a) of the Florida Adminsitrative Code. As witnessed by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and electronically sealed in accordance with SS.668.001- 668.006 . Name ...............: Julius Lee, P.E. Certification #..: 34869 Jun 03, 2009 PAUL WELCH INC. 19B4 BIL LTN ORE ST #1N 4 JUN C b 20Q, PORT ST. LIE, FL WELCH, EUFLA AEG 2MB pdfFactory Pro trial version www.pdffacto[y.com \\\%`IU C' E01 F NO. 48 9 • • .00 ST T OF : • •� . �Oit�••.: < RXoP;.�•��� 096949* NAL- 1109 COASTAL BAY BOYNTON BCH,FL.33435 ELLECTRONICALLY SEAL IN ACCORDANCE TO SS.668.001-668.006 TJ Truss Corp. Page:1 Engineering Package Index Sheet JobNumber: 90037 1 This index sheet lists, in numerical order, the Builder: Newland Contracting, Inc. drawings as they appear within this bound pkg in Project: Three Bed/Two Bath --- - conformance to Florida Administrative Code Model: �yChapter 61G15-31.003. � Location: SAINT LUCIE J 1r� R=? Sli cw ng the tJ6160e -with Peak P&orm = Truss #1 Page I.D. Dwg Date Qty Base Span Pitch Seq. # Cert. Form Non. App. Engineering Packet Index Sheet Non. App. 1 A01 G 06/03/2009 1 33'04"00 6/12 5528 2 A02 06/03/2009 1 33'04"00 6112 5574 3 A03 06/03/2009 1 33'04"00 1 6 / 12 17500 4 1 A04 06/03/2009 1 1 33'04"00 6 / 12 15492 5 A05 06/03/2009 1 33'04"00 6/12 5440 6 A06 06/03/2009 2 33'04"00 6/12 5393 7 A07 06/03/2009 4 33'04"00 6/12 5307 8 A08 06/03/2009 2 33'04"00 6/12 4683 9 A09 06/03/2009 1 33'04"00 6/12 5463 10 A10 06/03/2009 1 31'04"00 6/12 5542 11 A11 06/03/2009 1 31'04"00 6/12 5554 12 Al2 06/03/2009 1 31'04"00 6/12 5566 13 A13G 06/03/2009 1 31'04"00 6/12 5583 14 B01G 06/03/2009 1 20'00"00 6/12 5291 15 B02 06/03/2009 7 20'00"00 6/12 5272 16 B03G 06/03/2009 2 20'00"00 6/12 5208 17 C01G 06/03/2009 1 14'08"00 6/12 5232 18 CO2G 06/03/2009 2 14'08"00 6/12 5219 19 EJ3 06/03/2009 6 03'00"00 6/12 4949 20 EJ5 06/03/2009 6 05-00"00 6 / 12 14956 21 EJ7 06/03/2009 27 07'00"00 6 / 12 14955 22 1 CJ1 06/03/2009 1 12 01'00"00 6 / 12 14948 23 CJ3 06/03/2009 8 1 03'00"00 6/12 4951 24 CJ5 06/03/2009 4 05'00"00 6/12 4981 25 HJ3 06/03/2009 2 04'02"03 4.24 / 12 4991 26 HJ5 06/03/2009 2 07'00"02 4.24 / 12 5182 27 HJ7 06/03/2009 2 09'10"01 4.24 / 12 5187 28 MV02 06/03/2009 1 02'00"00 6/12 5247 29 VO4S 06/03/2009 1 03'00"00 6/12 5250 30 V08S 06/03/2009 1 05,00"00 6/12 5254 31 V12S 06/03/2009 1 07'00"00 6/12 5257 32 V16S 06/03/2009 1 09,00"00 6 71 1IN611#fi As witnessed by my seal, I hereby certify that the above information is true and correct to the best of my knowledge and electronically sealed in accordance with SS.668.001- 668.006. NO. 48 9 ST T OF 0 •• "" • • �` �N'oSS/ONAI—V OP` 1109 COASTAL BAY BOYNTON BCH,FL.33435 ELLECTRONICALLY SEAL IN ACCORDANCE TO SS.668.001-668.006 PDF created VWth pdfFactory Pro trial version www.pdffactory.com Jun 03, 2009 f � � I a) �t J m LL a rJ U I • Lli LL L. I CL•r N I L L � •r I 0 +1 v a I U 7 L 00 i- I Ln -0 av M L. 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Iw=1.00 GCpi(+/-)=0.18- _(li'1)(Jy-Hangerno calculated (2)2x6 SP #2 supporting member. (A) Continuous lateral bracing equally spaced on member. Or lx4'T' brace. 80% length of web member. Same species 8 SRB grade or better, attached with 8d Box or Gun (0.11&Q.S",min.)nails @ 6" OC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 23 7.00 33.33 BC 38 0.15 33.33 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT MAXIMUM FORCES Endpls Tens Comp End is _Tens=Comp---Endpt§ Tens Comp Endpts Tens Comp 0- 1 38_-12 --8-3243 4839 2- 4 3198 4641 7-14 3885 5868 14z45=4148-6262 15- 21 4148 6262 22- 24 3549 5368 24- 26 2207 3341 5- 9 4249 2817 9-11 4273 2824 3- 5 4248 2866 12-13 4273 2824 13-16 5937 3952 16-19 5460 3629 18-23 5460 3629 23-25 3506 2340 25-29 19 13 6- 9 585 174 6-13 1930 1283 14-13 832 852 14-16 397 239 15-16 625 560 16-20 981 634 20-23 986 1124 23-24 2297 1491 24-25 1635 2030 25-26 4022 2656 27-28 1785 2529 Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure #1 hip supports 7-0-Ojacks with no webs. Calculated vertical deflection is 0.37" due to live load and 0.68" due to total load at X=17-6-12 Deflection meets L/360 live and U240 total load. 77' 7' 12'4"4 12+ 62'87' 233'4" 27'11"12 I 5'4"4 I 5 F" I 53444 528 528 5X8 ® 3X4 2X4 14 Tz 15 5X6 4X6 ® 24 T3 5X8F2 am T T 12Z I co 4X8( (A) (A) 10 co o FD io io -v 1 m 8. ❑9 11 13 B2 116 18 23 25 2X4 H0308 3X6 4X8 H0510 4X6 5X8 3X6 334" — 7' 12'4"4 17'6"12 22'9"4 27'11"12 33'4" 1 6 7' 1 5'4"4 I I Z' 8 33'4" 1 I 5'2"8 5'2"8 5'4"4 1 R=2542# U=1732# W=8" 33'4" R=26-26 U=1744# H=H1 LEFT RAKE = 1'8"2 LEFT JIG = 7'11 "14 RIGHT JIG = 267'6 DESC. = A01G SEQ = 5528 PLT. TYP: WAVE DESIGN CWRFBC7A7RESRPI-a102FBRT"0%(0%y5(0) QTY= 1 TOTAL= 1 REV. 9.01.01.0124.02 SCALE=0.2228 p ` CORP. MUSS I R U SS `.OR . T ••^ „' "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •'IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS �FAILURE TO BUILD THE TRUSSES IN CONFORMANCE HANDLING, TRUSSES. DESIGN CONFORMSfflTHAPPLICABLE PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION)i AND TEL ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPONSIRII ITY OF THE RI III n1mr: nFSIr:NFR PFR ANSIRPI 1_10G5 SFOTION Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. ovnton Beach. FL 33435 TC LL 20.0 sf p TC DL 7.Opsf BC DL IO.Opsf BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG 2940 TnduYllixl J3A r4orl Pierce, FL 3.946 11honC, (772) 466,3398 i•a x: (--2) 466-9329 O/ALEN. 330400 DURYAC. 1.25 JOB#: 90037 SPACING 24.0 " TYPE HIPS PDF created with pdfFactory Pro trial version www.pdffactory.com IOD:IUUU3/) ,Newianu uoniracnng, Inc. , I nree Deu7I WU Dam I mu/ Top chord 2x4 SP #2 N Bol chard 2x4 SP #2 N Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge. CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 (1-11) = (J) Hanger not calculated (2)2x6 SP #2 supporting member. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 44 -1.57 9.00 TC 35 9.00 24.33 TC 43 24.33 33.33 BC 53 0.15 33.21 R=1 LEFT RAKE = 1'8"2 LEFT JIG = 102"11 DESC. = A02 PLT. TYP: WAVE I KIJ UVVLi. YKtI'AKtU aY 1 Fit ALNINt JUa UtblUNtK PKUUKAM t-KUM I KUSS MYhCJ LAYUU 1 MAXIMUM FORCES Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp 0- 1 38 0 4- 6 1883 2212 6- 8 1807 2025 2- 4 1771 2224 9-11 2123 2295 11-17 2123 2295 16-19 1824 2043 19-21 1898 2235 21-22 1763 2232 5-10 1913 1547 10-14 1789 1324 3- 5 1916 1637 12-15 1801 1322 15-20 1939 1563 20-23 1956 1669 6-10 336 188 7-10 400 164 7-13 588 558 11- 13 597 452 13-18 574 517 18-15 408 193 15-19 363 213 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.16'due to live load and 0.29" due to total load at X = 16-8-0 Deflection meets U360 live and U240 total load. 9 24'4" 33'4" 63"4 9 9, I 16,8" 15'4" 244" 127'0"10 9' 334" 6'3"4 '{ 2'8"12 I 7'8" I 7'8" I 2 NO I 6'3"6 5X8 2X4 5X8 ® M1 18 � 10 3X4 9' 16'8" 9' 7'8" I# UZ9# RL=256/-277# W=8" i'R U �4 CORP, T� 2940 indUSLHall 33i-d For( Pierce, FL 34946 11hono. M.2) 466-33H Fax, (7 r2) 466-9329 4X4(A2) m �8' P 15 5X8 3X4 — 33'4" 244" 33'4" 7,R„ 9, 33'4" 33'4" DESIGN CRIT=F8C21079ESMI-=FT/RT"0%(0%YS(0) QTY= 1 TOTAL= 1 NARNNG- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING 4D BRACING. REFER TO HIB-91 (HANDLING INSTALLING MID BRACING), PUBLISHED BY TPI (TRUSS ATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES ']OR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE 1OPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID =]LING. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. .PINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS _SIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, 'NDUNG, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE IOMSIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND 'PER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL SCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON 1IS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES :CEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT =SIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING THE RFSPONSIRII ITV nF THE RIIII nINC. nFSIGNFR_ PFR ANSIrTPI I-1995 SECTION 2. R=1230# U=818# H=H1 REV. 9.01.01.0124.02 Julius Lee P.E. TC LL 20.Opsf License # 34869 TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf DUR.FAC. 1.25 11o9Coaeach,FCl Bay 34vd. 3oynton Beach, FL 33435 SPACING 24.0" RIGHT JIG = 10'211 SEQ = 5574 SCALE=0.2228 REF DATE 06-03-2009 O/A LEN. 330400 JOB #: 90037 TYPE HIPS , PDF created with pdfFactory Pro trial version www.i3dffactory.com Inc. ,Three Bed/Two Bath / A03 Top chord 2x4 SP #2 N Bat chard 2x4 SP #2 N Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 (H1)� rnotralculatecl - SFr#2 supporting member. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 45 -1.57 11.00 TC 47 11.00 22.33 TC 44 22.33 33.33 BC 54 0.15 33.21 0 ED <-`3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MF MAXIMUM FORCES - Endpls Tens Comp Endpls Tens_Co Endpls Tens Comp 0- 1 38=��4- 6-1878 2251 6- 9 1786 2054 1D f 767 1860 11-15 1767 1860 16-19 1813 2074 21-22 1791 2277 5- 7 1955 1560 7-14 1611 1174 12-18 1618 1166 18-20 1982 1578 20-23 1993 1663 7- 8 438 238 8-13 349 282 11-13 410 312 17-18 446 270 18-19 441 276 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.13" due to live load and 0.24" due to total load at X = 16-8-0 Deflection meets U360live and U240 total load. 11' 22'4" 33'4" 5'9"4 11' 16'8" 11'4" 22'4" 27'6"12 33'4" 5'9"4 1 5'2'1'2 -1 5'8" 1 5'8" I 52"12 I 5'9"4 5X6 2X3 5X6 ® 11 171 3X4 5X8 3X4 33'4" 'S LAYOUT, Endpls Tens Comp , 2- 4 1799 2268 19-21 1909 2275 3- 5 1951 1617 6- 7 420 260 13-17 339 255 r to 1 8'4" 1 16'8" 1 25' 1 33W' ^ 1 6 8'33'4" 4" 8,4„ 8'4" 8W' R=1 21# U=897# RL=306/-327# W=8" 33'4" R=1230# U=816# H=HI LEFT RAKE = 1'8"2 LEFT JIG = 12'5"8 DESC. = A03 PLT TYP: WAVE 2900 Tnd uxt rial 33 rd Fnrl Piercc, lit. 34946 Phonnr (? 2) 46433t(8 Fax: (7-2) 466-9329 DESIGN CF4T=FBC20B7RES�IPI.2DD2 FT/RT" D%(0%y SIG) NARNING'• TRUSSES REQUIRE EXTREME CA QTY= 1 TOTAL= 1 4D BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS ATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES RIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE 20PERLY ATTACHED STRUCTURAL. PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID =ICING. •'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. .PINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS =SIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, WDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE 20VISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND iPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL (CEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON US DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES :CEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT =SIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING Julius Lee P.E. License # 34869 109 Coastal Bay Blvd. ovnton Beach. FL 33435 REV. 9.01.01.0124.02 TC LL 20.Opsf TC DL 7.Opsf BC DL 10.0psf BC LL 0.0psf TOT.LD. 37.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 12'5"8 SEQ = 5500 SCALE=0.2228 REF DATE 06-03-2009 DRWG O/A LEN. 330400 JOB #: 90037 TYPE HIPS PDF created with pdfFactory Pro trial version www.i)dffactory.com Job:(90037) ,Newlana contracting, Inc. , I nree bea/ I wo batn ! Au4 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Calculated horizontal deflection is 0.22" due to live load and 0.18" due to dead load. (H1) = (J) Hanger not calculated (2)2x6 SP #2 supporting member. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 44 -1.57 13.00 TC 31 13.00 33.33 BC 58 0.15 17.67 BC 40 17.46 27.13 BC 40 26.92 27.13 BC 56 27.13 33.21 0 zo 4'3 no I HI5 UVVU. PKEPAKEU BY 171E 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 38 0 4- 7 1780 2239 7- 8 1542 1736 2- 4 1685 2231 9-14 3070 3839 14-20 3085 3859 21-23 2512 3248 23-29 3433 4233 29-31 1892 2310 31-32 1809 2301 5- 6 1935 1457 6-11 1932 1458 11-16 18 12 16-17 0 0 3- 5 1956 1529 13-18 2961 1972 18-24 3954 3024 22-27 0 0 27-28 64 58 28-30 2014 1563 30-33 2035 1635 7- 6 262 0 7-11 525 513 10.11 693 956 10-12 2748 1847 11- 12 1959 1318 14-15 137 86 12-19 1377 982 19-18 275 83 18-23 1064 1005 23-26 259 94 25-28 2510 1936 25-29 1941 1514 29-28 1309 1613 Member design based on both MWFRS and CBC, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.35" due to live load and 0.64" due to total load at X=17-8-0 Deflection meets U360 live and U240 total load. 13, 20'4" 33'4" r 6,9"4 13' 13' I 17'7"4 7,4„ 20'4" I 27'1„8 13' 49,0"12 33'4" -, 6'9"4 I 6'2"12 I 47"4 I 2'8"12 I 6'9"8 1'11"4 I 4'3"4 5X12 2X3 5X8 HE 14 a 2X3 6'9"4 13' 11 5X8 f` 4X4(A2) ® (®/ 288 2X4 H0510-) 4X6 33'4" 177"4 20'4" 26'11" 29'0"12 33'4" 1'6" 6' "4 6712 47-4 2'8"12 67 1"12 4'3"4 177"4 17'S,' 26'11" 26'1 V 33'4" R=1321# U=894# RL=357/-378# W=8" 1774 0"12 9'3" 0"12 64"4 R=1229# U=812# H=H1 LEFT RAKE = 1'8"2 LEFT JIG = 14'8"5 RIGHT JIG = 14'8"5 DESC. = A04 SEQ = 5492 PLT. TYP: WAVE DESIGN Car=FBC200MEWPI-2=FUfCr=0x(uxvSO) QTY= 1 TOTAL= 1 REV. 9.01.01.0124.02 SCALE=0.2193 //''��uu pp L R U 5S C.�. U. MUSS J • , ,, •" ' WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'ONOFRIO DR., SUITE 200. MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLING, ANY SHIPPING, INSTALLING AND FAILURE TO BUILD THE RBRACING FUSSES IN OTRU TRUSSES. CDESI NE WITH TCONOFORMSRWITHAPPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORSPREMADE OF20GAASTMA653GR40GALV.STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS160A-Z.THESEALONTHISDRAWINGINDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGNSHOWN. THESUITABILITY AND USE OFTHIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSVTPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd.. QyntonBeach,FL33435 TC LL TC DL BCDL BC LL TOT.LD. 20.0 $f p 7.Opsf 10.Opsf O.Opsf 37.Opsf REF DATE 06-03-2009 DRWG 2900 Tnd uxtrhd J31-d For) Pierce, FL 34946 Phone. 2)'46633M (� Fax: ?"2)06-93i9 O/A LEN. 330400 DIJR.FAC. 1.25 JOB SPACING 24.0" TYpE HIPS PDF created with pdfFactory Pro trial version www.r)dffactory.com )b:(90037) ,Newland Contracting, Inc. ,Three Bed/Two Bath / A05 Top chord 2x4 SP #2 :T2 2x4 SP #2 N: Bot chord 2x4 SP #1 :B2, B3 2x4 SP #2 N: Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Calculated horizontal deflection is 0.30" duo to live 1oa and-0.25' due to dead load. (H1)� `Hahger not calculated (2)2x6 SP #2 supporting member. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 37 15.00 18.33 BC 47 0.15 16.67 BC 46 16.67 33.21 MWFRS loads based on trusses located at least 15.00 ft. from roof edge. THIS DWG. PRE MAXIMUM FORCES PROGRAM FROM TRUSS MFR'S LAYOUT• _ Endpts Tens Comp Endpts Tens Comps nE� ens Comp Endpts Tens Comp 0- 1 38 0 1---6=2963-3872 6-12 2914 3650 2- 4 2755 3776 -J0--18=232&—T901 16- 22 2969 3684 22- 24 3021 3908 24- 25 2768 3805 —5 8 3482 2565 3- 5 3363 2611 7-15 2657 1664 13-21 2659 1634 19-23 3521 2586 23-26 3440 2716 6- 9 538 320 9-11 847 778 11-14 813 476 14-17 809 472 17-20 884 855 20-22 556 331 Member design based an both MWFRS and CBC, wind reactions based on MWFRS. (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 (0.113'5Q.6%min.)nails @ 6" OC. Bottom chard checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.42" due to live load and 0.78" due to total load at X=16-8-0. Deflection meets U360 live and U240 total load. 15, 18'4" 334" 15, 3'4" 15' 7'8"11 I 15' I 18'4" I 257'5 I 33'4" 7'8"11 7-3% 3'4" TY5 T811 5X6 5X6 I 33'4" 81011 rt 16'8" 15"5 I 8'3130'41" 6110"11 7'9"5 7'9"5 31 '6U16'8" 33'4" 211 R=1#47# RL=407/-428# W=8" 16'8" t 16'8" 1 - R_ 123t0# U=407# H=H1 LEFT RAKE = 1'8"2 LEFT JIG=16'11"2 DESC. = A05 PLT. TYP.-WAVE rxU�S OORP. T� 2940 Tndusu•ial 33 t-d Furl Pierce, FL• 349.46 Phone. (7-2) 466-338N Fax: (?72) 06-9329 DESIGN CPoT-F8C2WMS/I%-2W2 FDRr- 0%(0%v 5(0) QTY= 1 TOTAL= 1 ICING. REFER TO FOB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS ISTITUTE, 583 D-ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES 0 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE LY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID ••IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. :NGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, IG, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE DNS OF NDs (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND SSOCIATIOM AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON SIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING Julius Lee P.E. License # 34869 109 Coastal Bay Blvd. ovnton Beach. FL 33435 REV. 9.01.01.0124.02 TC LL 20.Opsf TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 16'11"2 SEQ = 5440 SCALE=0.2137 REF DATE 06-03-2009 O/A LEN. 330400 JOB #: 90037 TYPE HIPS PDF created with pdfFactory Pro trial version www.pdffactorv.com 10b:(UUU3 /) ,Newlana uontracung, Inc. , I nree bear I wo twin / Aut7 Top chord 2x4 SP #2 Bot chord 2x4 SP #1 :B2 2x4 SP #2 N::B3 2x4 SP #2: Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Calculated horizontal deflection is 0.31" due to live load and 0.25" due to dead load. (1-11) = (J) Hanger not calculated (2)2x6 SP #2 supporting member. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) BC 43 0.15 16.67 BC 47 16.67 33.21 Deflection meets U360 live and L/240 total load. D bo m P3 11 b R=1321# THIS DWG. PKEPAKED 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 38 0 4-11 2717 3844 2- 4 2494 3733 9.13 1940 2788 12-18 1978 2789 18-21 2809 3877 21-22 2528 3755 5. 8 3450 2328 3- 5 3351 2407 7-15 3463 2342 17-19 3497 2387 19-20 3485 2379 20-23 3429 2548 10- 6 292 0 10-16 995 925 14-16 1938 1145 16-18 1039 958 18-19 296 0 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. (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'SQ.5",min)nails @ 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.42" due to live load and 0.7T' due to total load at X=16-8-0. MWFRS loads based on trusses located at (east 15.00 ft from roof edge. 16'8" 133'4" 8'4"8 16'8" 16,8„ 5X6 24'11"8 168 33'4" 8'4"8 8'3"8 1 4 8'3"8 8'4"8 8'4"8 _ 8'4"8 16'8" RL=449/-470# W=8" 16'8" 33'4" 16'8" 24'11 "8 33W' 8'3"8 878 334" 8'4"8 16'8" m v --o8' R=1230# U=404# H = H1 LEFT RAKE = 1'8"2 LEFT JIG = 18'9"8 RIGHT JIG = 18'9"8 DESC. = A06 SEQ = 5393 PLT. TYP: WAVE DESIGN DRn=F8C20DrlFsrm.MD2FVRP0%(O%YS(o) QTY= 2 TOTAL= 2 REV. 9.01.01.0124.02 SCALE=0.1947 n TRUSS SS C O". T '*WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT'"FURMSHACOPY OFTHIS DESIGN TOTHE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED.BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ.THE SEAL ONTHIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT SESIGNSHONSITHESUOFTHIITYANDINSEOFTHISCOMPONETFORANYPAR'nCULLARBUILDING Julius Lee P.E P.E. License # 34869 1109 Coastal Bay Blvd. Oyr1lODBeech,FL33435 TC LL 20.0 sf p TC DL 7.Opsf BCDL 10.Opsf O.O Sf BC LL P TOT. LD. 37.Opsf REF DATE 06-03-2009 DRWG irJOQ 1OlI OSl l'IRI J31ti1 Forl Pierce, FL• 34946 11110 a 0, M. 2)4663398 Fax:(7-2)4{6-9329 O/A LEN. 330400 DUR.FAC. 1.25 II JOB #:90037 SPACING 24.0" TYPE COMN PDF created with pdfFactory Pro trial version www.pdffactory.com J Bath / A07 Top chord 2x4 SP #2 Bot chord 2x4 SP #1 :B3 2x4 SP #2 N: Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C_wind_T.C: DL=4.2 psf, wind BC DL=5.0 psf. M--1.00 GCpi(+/-)=0.18 Calculated horizontal deflection is 0.31" due to_live-load:andV2 "doe o dead lead. ((-ContinuoLs aterarbracing 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'k2.5",min.)nails @ 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.42" due to live load and 0.76" due to total load at X =1"-0. m 60 Zo 47 no THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER MAXIMUM FORCES TRUSS MFR'S LAYOUT- Endpts Tens Comp Endpts Tens Ccmo—.------ETidpts--Tens Com 0 1 38 0_-4—�:9 =256fi— 828 2- 4 2400 3720 13--18-1B26=277625 2612 3831 28- 29 38 0 —5-7 3435 2082 3- 5 3335 2164 8-15 3449 2095 22-24 3438 2175 24-27 3340 2257 10- 6 290 0 12-17 1925 1037 17-20 999 924 20-21 292 0 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) BC 52 0.15 16.67 BC 45 16.67 33.19 Deflection meets U360 live and U240 total load. 16'8" 1 33'4" 8'4"9 16'8" 16'8" 5X6 24117 16'8" 33,4„ 8'4"9 8'37 1 8'37 8'4"9 Endpts Tens Comp 11-14 1866 2776 25-26 2393 3720 16-23 3451 2188 10-17 1005 922 v m I 33'4" 8'4"9 16'8" 24'11 "7 334" 16 8'4„9 16'8" 8,37 8'37 33'4" 8'4„9 1,6„ R=1318# U=890# RL=500/-500# W=8" 16'8" 1 16'8" R=1318# 11=8904 W=8" LEFT RAKE = 1'8"2 LEFT JIG = 18'9"8 DESC. = A07 PLT. TYP: WAVE rxU&q CORP. j 2940 TW USLI•ixl MIA Forl Pierce, FL 34446 Phone: (172) 466-3388 Fax: MI) 4G6-9329 DESIGN CMT-FBC207RESWI-2002 FMIT. QTY= 4 TOTAL= 4 RNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SFOPPING, INSTALLING BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS -E INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES IR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID ING. ••IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. NE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS GN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, )LING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE VISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND :R ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL =PT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES PTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT GN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING Julius Lee P.E. License # 34869 Coastal Bay Blvd. on Beach. FL 33435 REV. 9.01.01.0124.02 TC LL 20.Opsf TC DL 7.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 37.Opsf DU R. FAC. 1.25 SPACING 24.0" RIGHT RAKE = 1'8"2 RIGHT JIG = 18'9"8 SEQ = 5307 SCALE=0.2136 REF DATE 06-03-2009 DRWG O/A LEN. 330400 JOB #: 90037 TYPE COMN PDF created with pdfFactory Pro trial version www.pdffactory.com I5atn i tAua Top chord 2x4 SP #2 N :T1 2x4 SP #2: Bat chord 2x4 SP #2 N Webs 2x4 SP #3:W7 2x8 SP 2400f-2.0E: (••) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Calculated horizontal deflection is 0.22" due to live load and 0.18" due to dead load. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) BC 50 0.15 16.67 BC 58 16.67 30.97 BC 28 30.97 33.33 Deflection meets U360live and 1-1240 total load. I r9J UVVU. VKtF'AKtU kJY I HL ALPINE JUH ULSIGNLK PKUUNAM FKUM -I KU55 MFK'S LAYUUT MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 38 0 4- 7 2297 3467 2- 4 2127 3350 8-13 1567 2369 14-21 1525 2369 19-23 1778 2670 23-28 500 925 28-30 39 0 5- 6 3106 1832 6-12 3082 1843 3- 5 3036 1908 10-18 3116 1840 16-22 2442 1424 22-24 1499 835 26-29 1001 502 9. 6 302 0 9-17 1041 965 15-17 1566 764 17-20 600 497 20.22 419 221 22-23 2407 2209 23-27 1370 1388 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. (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 (0.113'52.V ,min.)nails @ 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.10" due to live load and 0.20" due to total load at X=12-5-1. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 16'8" 33'4" 8,4"9 168" 1618" 5X6 24'117 16'8" 30,8„ 33,4„ 8'4"9 837 8'37 518"9 2'8" 31'4" -i 12' —I 8'4"9 168" 30'8" 24'11"7 33�430'8" 33'4" b '3" 16'8" 8W'9 I 87 _I 6,3"7 I 5'e"9 I b 0" 1F�+ 1MY' I 14' I 2,8„ --'+i R=1223# U=413# RL=500/-500# W=8" 33'4" R=1413# m v LEFT RAKE = 1'8"2 RIGHT RAKE = 1'8"2 LEFT JIG=18'9"8 RIGHT JIG = 18'9"8 DESC. = A08 SEQ = 4683 PLT. TYP: WAVE DESIGNCRIT-1`0 07RE5IPI-2=FCRr=0%(0%)/SO) QTY= 2 TOTAL= 2 REV. 9.01.01.0124.03 SCALE=0.1857 p ` ��yy I R U IS CORP. T - •• ,,, •" , •, 2940 Tnd USL I'iRI 331-d Forll Pi ercc, FL. 34946 Phone 0 234643398 Fos: (7- 72) 466-9329 -WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINEENGINEEREDPRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLING, SHOP SHIPPING, INSTALL NG M BFAJLURE-TO BUILD THE RACING O SES IN CONFORMANCE RUSSES CDESI NTCO�NFORMSOR RWITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION -PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATIONS AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. oynton Beach, FL 33435 TC LL 20.0 sf p TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG O/A LEN. 330400 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE COMN PDF created with pdfFactory Pro trial version www.pdffactory.com lob:(90037) ,Newland Contracting, Inc. ,Three Bed/Two Bath / A09 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT. Top chord 2x4 SP #2 N _ _ - - - MAXIMUM FORCES Bot chord 2x4 SP #2 N :B1, 82 2x4 SP #2: Endpts Tens Comp Endpts Tens Comp�Er dpt —ens- omp Endpts Tens Comp Webs 2x4 SP #3 : W8 2x8 SP 2400f-2.0E: 0- 1 38 0 4- 6_2653�523�6-12 2603 3299 2- 4 2463 3448 10-18 1961�48i7=22 2186 2713 22-27 350 377 27-28 156 206 (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 5-=8 65-2283 3- 5 3047 2330 7-15 2309 1356 13- 20 2237 1325 19-24 2462 1795 26-29 195 129 6- 9 546 329 9-11 878 804 140 mph wind, 15.00 ft mean hgt, ASCE 7 O5, CLOSED bldg, not located within 4.50 ft f[om-roof ed ,- - T If, EXP C, wind TC 11-14 621 340 14-16 762 442 16 21 426 423 21- 22 349 167 DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 - 22- 23 2303 2824 27-25 1173 1296 Calculated horizontal deflection-is0.22" ue-to live load and 0.18" due to dead load. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. - =IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: (A) Continuous lateral bracing equally spaced on member. Or lx4'T' brace. 80% length of web member. Same species & SRB CHORD SPACING(IN OC) START(FT) END(FT) grade or better, attached with 8d Box or Gun (0.113'50.6%min.)nails @ 6" OC. TC 40 15.00 18.33 TC 31 18.33 33.33 Bottom chord checked for 10.00 psf non -concurrent live load. BC 46 0.15 16.67 BC 52 16.67 30.97 Calculated vertical deflection is 0.07" due to live load and 0.14" due to total load at X = 20-&7. BC 28 30.97 33.33 Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. ' 15, 18'4" 33'4" 15, 3'4" 15, 7'811 + Is + 18'4" + 4 I 30'8" 735 3'4" 8 T811 414 4'11'T 2'8" 5X6 5X6 1O 18 I 31'4" - - 2' --1 8'10"11 I 16'8" I 24'5"5 I 30'8" I 33'4" 8'10"11 795 7'9"5 6211 A. 16'8" �F 30'8" + I 168" 14' 2'8" R=1232# U=435# RL=407/-428# W=8" 33'4" R=1320# U=403# =8" LEFT RAKE = 1'8"2 LEFT JIG = 16'11 "2 DESC. = A09 PLT. TYP: WAVE TL'RU158 CORP. � 2905 Tnd usl. rixl 331-d F(Prl Pierce, FL 34946 Phone: (7-2) 466,3388 Fax: (--2) 466-9329 DESIGN C1aT=FBC2007RES1M-2002 FUffr" 0%(0%y 5(0) NARNING' TRUSSES REQUIRE EXTREME CA JD BRACING. REFER TO HIB-91 (HANDLING IH QTY= 1 TOTAL= 1 STITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES ) PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE LY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID ••IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEMATION FROM THIS ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, 3, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE )NS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND SSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON IIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES WCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING Julius Lee P.E. License # 34869 109 Coastal Bay Blvd. ovnton Beach, FL 33435 REV. 9.01.01.0124.02 TC LL 20.Opsf TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 16'11"2 SEQ = 5463 SCALE=0.1938 REF DATE 06.03-2009 DRWG O/A LEN. 330400 JOB #: 90037 TYPE HIPS PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(90037) ,Newland contracting, Inc. , I nree tSeai I wo I5atn A A -I u Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 Calculated horizontal deflection is 0.23" due to live load and 0.18" due to dead load. (H1) = (J) Hanger not calculated (2)2x6 SP 2400f-2.OE supporting member. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.48" due to live load and 0.85" due to total load at X =13-0-0. Deflection meets L/360 live and L/240 total load. 1 HI5 DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRU; MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 38 0 4- 7 1670 2101 7- 9 1389 1569 10-17 1364 1330 16-19 1404 1548 19-21 1306 1590 6-11 1809 1431 11-12 1330 931 3- 5 1837 1509 18-20 1392 1093 20-24 33 43 7- 6 272 24 8-11 429 147 15-18 354 91 18-19 400 363 20-21 1378 1074 22-23 984 1103 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 45 -1.57 13.00 TC 47 13.00 20.33 TC 46 20.33 31.33 BC 54 0.15 31.33 13' 20'4" 31 W' 13, 11' r- 674 l 13' l 20'4" I 26'6"12 I 31'4" 6'9"4 6712 74" 67'12 4'9"4 PY91 6'9"4 I"6 9"4 5 0=848# RL=353/-349# W=8" 13' 6'2"12 5X6 5X6 ® 1H 3X4 3X6 - 31'4" — 20'4" 31W' 7'4" 31'4" LEFT RAKE = 1'8"2 LEFT JIG = 14'8"5 DESC. = A10 PLT. TYP. WAVE DESIMCMT=FBC2D0MEVWI-2=Fr"-0%(0%YNO QTY= 1 T0TAL=1 pp ^ **WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING R U SS 00U, AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS T. R. PLATE INSTITUTE, 583 D'ONOFRIO D, SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -_"IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE -TO BUILD_THE TRUSSES IN CONFORMANCE WITH TIN; OR FABRICATING, 2900 TndustriRI MM HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES- DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED. BY THE AMERICAN FOREST AND For( Pi vrce, FL 34946 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL 11110110, (! 2) 466-3398 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES Fax: C-2) 466 9329 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSVTPI 1-1995 SECTION 2. 3X4 26'6"12 67'12 Lee P.E. I # 34869 Coastal Bay Blvd. on Beach, FL 33435 4X4 31'4" 4'9"4 Endpts Tens Comp 2- 4 1569 2091 5- 6 1813 1430 14-18 1330 931 7-11 574 550 19-20 335 228 4' 1'4'3 3X6 R=1151# U=763# H=H1 REV. 9.01.01.0124.02 RIGHT JIG = 1211"8 SEQ = 5542 SCALE=0.2364 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 7.Opsf 10.0psf O.Opsf 37.Opsf REF DATE 06-03-2009 DRWG O/A LEN. 310400 DUR.FAC. 1.25 JOB #: 90037 SPACING 24.0" TYPE HIPS PDF created with pdfFactory Pro trial version www.gdffactory.corn Job: 90037 ,Newland Contracting, Inc. ,Three Bed/Two Bath / Al Tap chord 2x4 SP #2 N --- Bot chord 2x4 SP #2 N Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT lt, EXP DL=4.2 psf, wind BC DL=5.0 psf. tw=1.00 GCpi(+/-)=0.18 (H1) = (J) Hanger not calculated (2)2x6 SP 2400f-2.OE rling-rn m a. IN LIEU OESTRUJ;TtJRA -- NECSO R RIGID CEILING USE PURLINS: CfFORD­SPACING(IN OC) START(FT) END(FT) TC 46 -1.57 11.00 TC 51 11.00 22.33 TC 53 22.33 31.33 BC 56 0.15 31.33 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT. _— MAXIMUM FORCES — - Endpts Tens Camp Endpts Tens Comndpt — ens —Comp Endpts Tens Comp 0 1 38 0-4�1748=2102 6- 8 1657 1905 2- 4 1669 2120 10-11 595 1e54�T1-16 1595 1654 15-19 1431 1609 19.21 102 60 —1823 1515 7-14 1475 1132 3- 5 1818 1573 13-18 1341 1007 18-23 1309 1096 6- 7 417 262 7- 9 440 236 9-12 250 198 11-12 406 310 12-17 438 327 17-18 209 71 18-19 203 82 19-23 1377 1638 20-22 162 85 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.10" due to live (cad and 0.18" due to total load at X = 16-8-0. Deflection meets U360 live and U240 total load. 11' 1 224" 31'4" t 5,9"4 11, I 16'8" 11+ 22'4" + 2786 9 + 314" —_ 5'9"4 5'2"12 5'8" 5'8" 5'4"6 37'10 5X6 2X3 5X6 ® 0-1-1 Fiffol 3X4 5X8 3X4 31'4" 7 D `o T 1'49 —V 3X6(R) 1 8'4" 1 16'8" 26 31'4" 1'6 8'4" 8'4" I 8,4„ .f� 6,4„ _ I 31'4" R=1252# U=850# RL=303/-299# W=6" 31'4" R=1151# U=765# H=H1 LEFT RAKE =1'8"2 LEFT JIG = 12'5"8 RIGHT JIG = 10'8"13 DESC. = Al SEQ = 5554 PLT. TYP: WAVE DESIMCRIT-FBC20 MSRP42002FT/Rr=0%(0%y5(0) QTY= 1 TOTAL= 1 REV. 9.01.01.0124.02 SCALE=0.2364 p ^ I R U �JfS A1tY, T •• „ •" „' "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D•ONOFRIO DR., SUITE 200. MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '•IMPORT/WT" FURNISH ACOPY OFTHIS DESIGN TOTHE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HIP SHIPPING, INSTALLING AND BRACING FFAILURE TO BUILD THE TRUSSES IN OETR SSS CDESI N COE WITH ; OR FABICATING, HANDLING, NFORMSRWITHAPPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THESUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSVTPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. oynton Beach, FL 33435 TC LL 20.Opsf TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG 2940 Industrial ixl J31ti1 Fort Pierce, FL 34946 I'IIOnb (772)466,33" Fax: (?:2) 4G6-9329 O/A LEN. 310400 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE rTe I r `' PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(9UU37) ,Newlana contracung, Inc. , I nree tSea/ I wo batn / Aiz Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 140 mph wind, 15.00 It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. hv=1.00 GCpi(+/-)=0.18 (1-11) = (J) Hanger not calculated (2)2x6 SP 2400f-2.OE supporting member. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 46 -1.57 9.00 TC 39 9.00 24.33 TC 45 24.33 31.33 BC 57 0.15 31.33 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 38 0 4- 6 1751 2063 6- 7 1677 1876 2- 4 1640 2076 8-11 1904 2040 11-16 1905 2040 17-20 1428 1693 5.10 1781 1501 10-13 1655 1284 3- 5 1783 1591 14-18 1449 1123 18-22 72 91 6-10 326 189 9-10 400 157 9-12 447 428 11-12 558 433 12-15 687 569 15-18 237 43 18-20 1391 1048 19-21 1033 1093 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.12" due to live load and 0.24" due to total load at X = 4-6-4 Deflection meets L/360 live and L/240 total load. 9' 244" 31 W' - I I- 6'3"4 9 9' 16'8" 15 1 244" 3174" 6'3"4 2'8"12 7'8" 7'8" 7' 5X8 2X4 5X8 ® 11 1I 3X4 5X8 4X4 31'4" 9' 16'8" 24'4" 31'4" 16 91 7'8" 314 7,8" 7' R=1252# U=852# RL=253/-249# W=8" 31W' R=1151# U=767# H=H1 LEFT RAKE =1'8"2 LEFT JIG = 10711 DESC.= Al2 PLT. TYP.-WAVE J 2900Ind USL Hal 33 M turf Piercc, rl 34946 Phone: 0-2) 466-3398 Fax: (771) 06-9329 DESIGN 1 TOTAL=1 KING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING 1ACING. REFER TO HIES-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE :RLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID G. "IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. :ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS NrANY-FAILURE TO BUILD -THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. SSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON SIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL. ON THIS DRAWING INDICATES ANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING FSPn NSIRII ITY nF THE RI III nINC. nFSiGNFR. PFR ANSI/rPI 1.1995 SFGTION 7. PDF created with pdfFactory Pro trial version www. pdffacto ry. coin REV. 9.01.01.0124.02 Julius Lee P.E. TC LL 20.Opsf License # 34869 TC DL 7.Opsf BC DL 10.0psf BC LL 0.0psf TOT. LD. 37.Opsf DUR.FAC. 1.25 1109 Coastal Bay Blvd. 3oynlon Beach, FL 33435 SPACING 24.0" RIGHT JIG = 8'6"3 SEQ = 5566 SCALE=0.2364 REF DATE 06.03-2009 DRWG O/A LEN. 310400 JOB #: 90037 TYPE HIPS r )b:(90037) ,Newland Contracting, Inc. ,Three Bed/Two Bath / A13G Tap chord 2x4 SP 2400f-2_0E.:T1-2x4 SP #2 N: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W8 2x4 SP #2 N: 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. M-1.00 GCpi(+/-)=0.18 (H1) = (J) Hanger not calculated (2)2x6 SP 2400f-2.OE supporting -member (A) Continuous laterall b acin"clual -spaced on member. Or 1x4 7' brace. 80% length of web member. Same species & SRB gra=beftera atC ehed with 8d Box or Gun (0.113'X2.5",min.)nails @ 6" OC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 25 -1.57 7.00 TC 29 7.00 31.33 BC 37 0.15 31.33 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT, MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comnd� Els=Te�dn p Endpts Tens Comp 0- 1 38 42 4- 8 3023 451'I-��2- 4 2985 4515 7-11 3620 5469 11-17 3511 5307�-r�3511 5307 19-21 2317 3510 5- 9 3959 2624 _9- 0=*984=2631 10-14 5518 3678 3- 5 3956 2667 12-18 5518 3678 18-20 3656 2441 20-24 24 16 6- 9 606 169 6-10 1725 1148 11-10 717 606 11-18 195 248 15-18 678 611 18-19 1931 1251 19-20 1518 1781 20-21 4051 2673 22-23 1691 2362 Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. #1 hip supports 7-M jacks with no webs. Calculated vertical deflection is 0.30" due to live load and 0.56" due to total load at X=13-0-2. Deflection meets U360 live and U240 total load. 7' + 31'4" rf 24'4 13'1"14 19'2" 25'2"2 31'4" �- 7' + 6'1"14 I 6,0"2 I 6'0"2 I 6'1"14 - 7X8 3X4 11 5X6 FIFE 3X6 E91 5x8 12 � 4X8( 6 61 (A) (A) 8 iIo 1 a�3I 41 n -8, ❑9 10 12 18 20 2X4 4X4 H0510 5X8 5X8 3X6 I 31'4" 7' 13'1"14 119'2" 25'2"2 31'4" I 16 �7�6'11414 I- 31$P'T I 6'0"2 6'1"14 R=2383# U=1627# W=8" 31'4" R=247 # U=1642# H=H1 LEFT RAKE = 1'8"2 LEFT JIG = 7'11"14 RIGHT JIG = 247'10 DESC. = A13G SEQ = 5583 PLT. TYP: WAVE DESIMCRIT=FBD2m7RE5rIPI-=MFMrr-0%(D%ySID) QTY= 1 TOTAL= 1 REV. 9.01.01.0124.02 SCALE=0.2364 u `C1 /'�u u 1 u U • ,q OORP, —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS Julius Lee P.E. TC LL 20.0 sf r REF T PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE License # 34869 TC DL 7.Opsf DATE 06-03-2009 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID "IMPORTANT' CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. BC DL 10.Opsf DRWG •• ",,,"^ „' ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS ANYFAILURE TO BUILD THE TRUSSES IN CONFOROR CDESI BC LL O.opsf 294R Tnd ustvial 33 rd HANDLING, ING,INSTALLNGANDBRACING FTRU SES NCO�NFORMSRWITHAPPUCA13LE rorl PIL•f'Lc,Fl. 34946 PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL TOT.LD. 37.Opsf O/ALEN. 310400 111)OOC., (' 2) 466-33t18 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES DUR.FAC. 1.25 JOB #:90037 Fax: ("72) 4G6-9329 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING 1109 Coastal Bay Blvd. SPACING 24.0" HIPS IC TH= RPCPnNSIRII ITY f1F THE RI III nimn nPCIf:NFR PPP CNRIf l 1.1CGS CFC.TIf1N Boynton Beach, FL 33435 TYPE PDF created with pdfFactory Pro trial version wwwpdffacto�.com )b:(9UU37) ,Newlaml contracting, Inc. , I nree tseD/ I wo eain / bui V Top chord 2x4 SP #2 N :T2 2x4 SP #2: Bat chord 2x4 SP #2 N Webs 2x4 SP #3 SPECIAL LOADS -(LUMBER DUR.FAC =1.25 / PLATE DUR.FAC =1.25) TC -From 54 PLF at -1.63 to .54 PLF at 5.00 TC - From 54 PLF at 5.00 to 54 PLF at 15.00 TC - From 54 PLF at 15.00 to 54 PLF at 21.63 BC - From 20 PLF at 0.00 to 20 PLF at 20.00 PLT- 292LB Conc. Load at(5.03,10.81), (14.97,10.81) PLT- 111 LB Conc. Load at (7.06,11.83), (9.06,12.83), (10.94,12.83) (12.94,11.83) PLB- 167 LB Conc. Load at (5.03,8.04), (14.97.8.04) PLB- 68 LB Conc. Load at (7.06,8.04), (9.06,8.04), (10.94,8.04) (12,94.8.04) (-) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50It from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. M-1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS CHORD SPACING(IN OC) START(FT) END(FT) TC 34 -1.57 6.33 TC 40 5.33 8.00 TC 40 5.33 10.00 TC 40 7.93 12.00 TC 40 10.00 14.67 TC 40 12.07 15.00 TC 34 5.33 5.33 TC 40 10.00 10.00 TC 40 14.67 14.67 TC 40 15.00 15.00 TC 34 15.00 21.57 BC 49 0.15 19.85 cn inn 02 0 1 1 4'3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 38 42 4- 8 2123 3055 2- 4 2117 3069 6-10 1880 2699 10-13 1130 1645 13-14 1138 1651 14-19 1138 1651 19-22 1130 1645 22-25 1880 2699 11-12 897 1232 12-17 827 1160 16-20 827 1160 20-21 897 1232 26-28 2123 3055 31-32 38 42 28-29 2117 3069 5- 9 2673 1837 9-15 2688 1829 15-23 2688 1829 23-27 2673 1837 3- 5 2666 1851 27- 30 2666 1851 7- 9 269 0 7-15 0 31 12-13 180 115 14-15 390 0 18-14 649 273 15-24 0 31 20-19 180 115 24-23 269 0 Calculated vertical deflection is 0.11" due to live load and 0.19" due to total load at X = 10-0-0 Deflection meets U360 live and U240 total load. 5'07 10' 14'11"9 20' 5'%,7 4'11"9 15 411"9 5'9OT 5'0'59 8' 10' �412' I 14'8"4 28 510"9 2'117 2 1S 2'8"4 5'311 o to \32 __08' 2X3 4X8 2X3 20' 5' 10, 15, 20' 40 5' Ft_ R=1682 U=1200# W=8" 20' R=1682# U=12`-mot0D# W=8" LEFT RAKE = 1'8"2 RIGHT RAKE = 1'8"2 LEFT JIG = 5'9"1 RIGHT JIG = 11'4"1 DESC. = B01G SEQ = 5291 PLT. TYP: WAVE DESIGN Cwr.FBC2=RE&WI-2W2rnm•0%(O%YS(0) QTY= 1 TOTAL= 1 REV. 9.01.01.0124.02 SCALE=0.1925 cv ^ TRUSS LISS CORP, T _ 2940 Tnd ust Had J31y1 NO Pieric, FL 34946 111)oaB�(? 2)466.338S fax: 0`2) 466 9329 "'WARNING -TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WL 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -'"IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES. IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSIITPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. OyntOn Beach, FL 33435 TC LL 20.0 sf p TC DL 7.Opsf BC DL 10.0psf O.O Sf BC LL P TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG O/A LEN. 20 DUR.FAC. 1.25 JOB#:90037 SPACING 24.0" TYPE HIPS PDF created with pdfFactory Pro trial version www.pdffactory.coM Job: 90037 ,Newland Contracting, Inca ,Three Bed/Two Bath / B02 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT. Top chord 2x4 SP #2 N MAXIMUM FORCES - Bot chord 2x4 SP #2 N Endpts Tens Comp Endpts Tens s Compn pts-Tens Comp Endpts Tens Comp Webs 2x4 SP #3 O 6- 9 1105 1635 2- 4 1156 1710 _�_4=6=�9_73-1735 0=13=11D5-��2-14 1173 1735 17-18 38 26 14-15 1156 1710 SPECIAL LOADS -. 5- 7 1492 1009 7-11 998 674 11-13 1492 1009 3- 5 1528 1033 -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC: 1.25) 13-16 1528 1033 6- 7 375 203 7- 8 705 476 B-11 705 476 TC - From 54 PLF at -1.63 to 54 PLF at 10.00 11-12 375 203 TC - From 54 PLF at 10.00 to 54.PLF-at21: BC - From-20_P_L-f-at=0:�20 PLF at 6.49 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TO =BC = From 80 PLF at 6.49 to 80 PLF at 13.51 DL=4.2 psf, wind BC DL=5.0 psf. M-1.00 GCpi(+/-)=0,18 BC - From 20 PLF at 13.51 to 20 PLF at 20.00 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: Member design based on both MWFRS and C&C, wind reactions based on MWFRS. CHORD SPACING(IN OC) START(FT) END(FT) TC 47 -1.57 21.57 Bottom chord checked for 10.00 psf non -concurrent live load. BC 66 0.15 19.85 Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.00" due to live load and 0.34" due to total load at X=10-0-0. I 10' 20' _ 5,3"4 10, 10, 14'8"12 10 20' 5'3"4 4'8"12 4 ,12 5'3"4 4X4 12 © 12 m 6 p 2X3 2X3 v ,n in 0 io 3X4(A1) 3X4(A1) 18 B, ❑7 11 '3VA 'JYI 20' 6711 I 13'8"5 20 _ gg VY11 7'4261 6711 R 11035# 6=700# RL=325/-325# W=8" 20' R=1035# U 700# W 8" LEFT RAKE = 1'8"2 RIGHT RAKE = 1'8"2 LEFT JIG = 11'4"1 RIGHT JIG = 11'41 DESC. = B02 SEQ = 5272 PLT. TYP: WAVE DESIGN CMT-FBC20D7 ESmI.2W2FURT-0 slOxy xD) QTY= 7 TOTAL= 7 REV. 9.01.01.0124.02 SCALE=0.3297 MUSSO/�l] u RP. TPLATE •" ` ^ ' "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLIN�HIP SHIPPING, INSTALLING AND BRACING OFFAILURE TO BUILD THE TRUSSES IN ONFORME WITH TRUSSES CDESIGN CO;OR FABICATING, NFORMSRWITHAPPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A-Z.THE SEAL ONTHIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSIrTPI 1A995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. oynton Beach, FL 33435 TCLL 20.Opsf TC DL 7.Opsf BC DL 1O.Opsf BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG s 294(} inii ust 1 ixl J31,v Furl Piercc,FL• 34946 Phone- (772)'466-33H Fax: (M) 466-9329 O/ALEN. 20 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE COM N PDF created with pdfFactory Pro trial version www.pdffactory.com IOD:(yUUi/) ,Nemnana conLracung, Inc. , I nree bea/ I wo IJain / nu3U Top chord 2x4 SP #2 N :T2 2x4 SP 2400f-2.OE: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W3 2x4 SP #2 N: SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 54 PLF at -1.63 to 54 PLF al 10.00 TC - From 54 PLF at 10.00 to 64 PLF at 20.00 BC - From 20 PLF at 0.00 to 20 PLF at 20.00 BC - 2629 LB Conc. Load at 7.06 BC - 1230 LB Conc. Load at 9.06, 11.06, 13.06, 15.06. 17.06 19.06 INS UWLi. PHtPAHtU BY IHL ALPINL JUb Ut5IGNEK 2 Complete Trusses Required Nailing Schedule: (0.131"4" Gun nails) Tap Chord: 1 Row @12.09' D.C. Bot Chord: 2 Rows @ 6.00" D.C. (Each Row) Webs : 1 Row @ 4" D.C. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts MAY BE USED FOR (2) 0.131'5a'_Gun_nails ON THE BGTTOM CHORD ONLY. 0 �S 140 mph wind, 15.00 R mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C. wind TC MAXIMUM FORCES(PER PLY) DL=4.2 psf, wind BC DL=5.0 psf. by--1.00 GCpi(+/-)=0.18 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 19 21 4- 7 3012 4800 7- 9 2373 3842 2- 4 2982 4779 Wind reactions based on MWFRS pressures. 10-14 2383 3955 14-17 3233 5752 17-18 3239 5817 5- 6 4256 2654 6-12 4226 2635 3- 5 4273 2678 13-15 5084 2848 15-16 5134 2868 Calculated vertical deflection is 0.14" due to live load and 0.25" due to total load at X = 10-0-0. 16-19 5092 2868 7- 6 1300 797 7-11 843 1272 8.11 3308 1992 11-14 855 1906 14-15 1641 657 Deflection meets U360 live and U240 total load. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 -1.57 10.00 TC 42 10.00 20.00 BC 100 0.16 19.85 10, 20' 7'0"12 10 10' 1 4X6(R) 14'8"12 70 20' T012 FT-44'8"12 574 4X4 R) 7 12 W3 14 6 p v T2 0 4X8(A8R) 4X8qA8R)It �1e a� �48' © 13 15 2X3 8X10 4X8 20' 7'0"12 10' 14'8"12 20' TO"12 I 2'11"4 20, 48 12 I 53 4 1} 4704# U=2994# W=8" 29 R=6871# U=3505# W=B" LEFT RAKE =1'8"2 LEFT JIG = 11'41 RIGHT JIG = 11'41 DESC. = B03G SEQ = 5208 PLT. TYP: WAVE DESIGNCRT•FBC2W M&1P1-2W Mffr-0%(0%yNO) QTY= 1 PLIES= 2 TOTAL= 2 REV. 9.01.01.0124.02 SCALE=0.2735 l� r 1t,ty CORP. I R USS, O P, J ••,,,,,•^", "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT'• FURNISH ACOPY OFTHIS DESIGN TOTHE INSTILLLAMONCONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLNGSHIPING,INSTALLING AND FAILURE TO BUILD THE RBRACING OFUSSES IN OTRUSSESCDESINNFORME CPONOFORMSRWITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1-1995 SECTION 2. e ee Julius P.E.Le License # 34869 1109 Coastal Bay Blvd. Oynton Beach, FL 33435 TC LL 20.0p sf TC DL 7.Opsf BCDL 10.Opsf BCLL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG 2941) TW USLI'ial 331-J NO Pierce, FL 34946 Pllalle:(7-2)46G,33M Fax: 0-2) 4GG 9329 O/A LEN. 20 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE COMN PDF created with pdfFactory Pro trial version www.i)dffactory.com Inc. ,Three Bed/Two Bath / C01 G Top chord 2x4 SP #2 N- _ Bot chord 2x4 SP #2 N Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT DL=4.2 psf, wind BC DL=5.0 psf. 6v=1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS Dressures. Calculated-v,e tical-eflectHon is 0.05" due to live load and 0.08" due to total load at X = 74-0. R Deflection meets U360 live and U240 total load. 3'07 7'4" 117'9 - 337 43 9 4'3„9 I gg148" 11'8" r 3'019 I 5'4" S84V4" 1'0"3 I14'8 3'0"g 2'37 2' 8OL) 37'13 5X( 2X3 5X12(")(++) 2X3 2 t 2�3X4(OL) 3X4(A1) m � 12 b 6 3X4(A1) 2X3 p t7o� 1 ❑9 17 23 2X3 4X8 2X3 14'8" 3' I 7'4" I 11118" 1'6" 14'8" 3' 4'4" 4'4" 3' R=1019# U=855# W=8" 14'8" R=924# =749# W=8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAI MAXIMUM FORCES Endpts Tens Comp Endpts Tens Cp�EndPWs FROM TRUSS MFR'S LAYOUT. 0- 1 38 42 4-6-380'1683 2- 4 1404 1711 11-1 -669-82 18 669 822 18-19 669 822 J1- 26 1224 1533 10-12 669 842 12- 15 608 782 20-21 669 842 24-28 1418 1717 28-29 1420 1726 9-17 1475 1186 17-23 1514 1229 23-27 1503 1235 27- 30 1504 1242 8- 9 103 0 8-17 45 23 18-17 252 0 16-18 385 161 17- 25 23 0 25.23 116 0 SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 54 PLF at -1.63 to 54 PLF at 3.00 TC - From 64 PLF at 3.00 to 64 PLF at 11.67 TC - From 54 PLF at 11.67 to 54 PLF at 14.67 BC - From 20 PLF at 0.00 to 20 PLF at 14.67 PLT- 111 LB Conc. Load at (3.03,9.81), (11.64,9.81) PLT- 54 LB Conc. Load at (5.06,10.83), (7.06,11.83), (7.60,11.83) (9.60,10.83) PLB- 68 LB Conc. Load at (3.03,8.04), (11.64,8.04) PLB- 50 LB Conc. Load at (5.06,8.04), (7.06,8.04), (7.60,8.04) (9.60,8.04) (++) -This plate works for both joints covered. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 50 -1.57 3.33 TC 51 3.33 5.33 TC 51 3,33 7.33 TC 51 5.27 9.33 TC 51 7.33 11.34 TC 51 9.40 11.67 TC 50 3.33 3.33 TC 51 7.33 7.33 TC 51 11.34 11.34 TC 51 11.67 11.67 TC 40 11.67 14.67 BC 61 0.15 14.52 Endpts Tens Comp 7-11 1224 1533 19-22 664 820 14-20 608 783 5- 9 1466 1193 3- 5 1450 1182 12-13 78 42 20-19 79 44 LEFT RAKE = 1'8"2 LEFT JIG = 3'6"4 RIGHT JIG = 8'4"5 DESC. = C01 G SEQ = 5232 PLT. TYP: WAVE DESIGN CRT-FEIC20U ESrrvia0mrnrsr-0x(oxys(0) QTY= 1 T0TAL=1 REV. 9.01.01.0124.02 SCALE=0.2273 TRUSS!1R p �� QKY, "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING Julius Lee P.E. TC LL 20.Opsf P REF T AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WL 53719) FOR SAFETY PRACTICES License # 34869 TC DL 7.Opsf DATE 06-03-2009 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. .•IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. BC DL 10.Opsf DRWG .. .,,,. "•, ,. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND STEEL BC LL O.Opsf TOT.LD. 37.Opsf 2940industlixlJ3nl1 O/ALEN. 140800 F40Piurns,TL• 34946 PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. ON DUR. FAC. 1.25 JOB #: 90037 111) o n w (i 2) 466-3 i i EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES Fax: (7-2) 466-9329 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGNSHOWN.THESUITABILITYIWDUSEE OFTHISCOMPONENTFORPNY�ARTICULARBUILDING 1109 Coastal Bay Blvd. ovnlonBeach,FL33435 SPACING 24.0" TYPE HIPS PDF created with pdfFactory Pro trial version www.i)dffactory.com lob:(90037) ,Newland Contracting, Inc. , I nree tde0/ I WO t3atn / L:ULLi Top chord 2x4 SP #2 N :T2 2x4 SP #1: Bot chard 2x6 SP 2400f-2.0E Webs 2x4 SP #3 SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 54 PLF at -1.63 to 54 PLF at 7.33 TC - From 54 PLF at 7.33 to 54 PLF at 14.67 BC - From 20 PLF at 0.00 to 20 PLF at 14.67 BC - 2475 LB Conc. Load at 7.06 BC - 1151 LB Conc. Load at 9.06, 11.06. 13.06 140 mph wind, 15.00 ft mean hgl, ASCE 7-05, CLOSED bldg, not located within 4.60 ft from roof edge, CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. by--1.00 GCpi(+/-)=0.18 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURUNS: CHORD SPACING(IN OC) START(FT) END(FT) TC 53 -1.57 7.33 TC 52 7.33 14.67 BC 119 0.15 14.52 v 4'3 2 Complete Trusses Required Nailing Schedule: (0.131'X3" Gun_nails) Top Chord: 1 Row @12.00" D.C. Bot Chord: 1 Row @ 3.75" 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) 0.131'5c3'_Gun_nails ON THE BOTTOM CHORD ONLY. MAXIMUM FORCES(PER PLY) Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 19 21 4- 6 1937 2891 2- 4 1903 2864 11-12 1956 2951 5- 9 2553 1695 9-10 2553 1695 10.13 2502 1676 7- 9 2320 1460 Wind reactions based on MWFRS pressures. Calculated vertical deflection is 0.13" due to live load and 0.25" due to total load at X=10-9-12 Deflection meets U360 live and U240 total load. r 7 4„ I 14'8" _ 7,4„ 7,4„ 1 T2 � 3X6(A1)6 p2 3X6(A1) m If ll•wl�a`J�.11ll 18 � W. 4 A 14'8" 7W' 14V' �7,4„ 14 8" 7,4„ Ham-- 1 6R=2748# U=18719 W=8" 14'8" R=4351# =2893# W=8" LEFT RAKE = 1'8"2 LEFT JIG = 84"5 DESC.= CO2G PLT. TYP: WAVE MUSS CORP. T� 2900%dustrial 331-d Furl Pierce, FL 34946 Phone: 0-2) 466-338S Fax: ("72) 06 9329 DESIGN cPoT-FBC2307RES`M-2DG2 FIIRT= DA(O%Y SA 1 PLIES= 2 TOTAL= 2 iACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS INSTITUTE, 563 D'ONOFRIO DR., SUITE 200. MADISON, WI.53719) FOR SAFETY PRACTICES TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE :RLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID G. •'IMPORTANT- FURNISHA COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. :ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS N; ANY -FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, ING,SHIPPING, INSTALLING AND BRACING OF -TRUSSES. DESIGN CONFORMS WITH APPLICABLE SIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR4D GALV. STEEL IT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON ESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES STANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT N SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING oeeoll�IClv11 IN nC TY= CI III 1111J!] h=CIt_N=G GFG AIJCIROI 1_f 005 CF!'TlIIJ � REV. 9.01.01.0124.02 ulius Lee P.E. TC LL 20.Opsf icense#34869 TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf DUR.FAC. 1.25 109 Coastal Bay Blvd. oynton Beach, FL 33435 SPACING 24.0" Endpts Tens Comp B-11 1923 2871 3- 5 2575 1722 RIGHT JIG = 8'4"5 SEQ = 5219 SCALE=0.3684 REF DATE 0&03-2009 DRWG O/A LEN. 140800 JOB #: 90037 TYPE HIPS PDF created with pdfFactory Pro trial version wwwpdffacto�.com Inc. Three Bed/Two Bath / THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - Top chord 2x4 SP #2 N Bot chard 2x4 SP #2 N 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC 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 61 -1.57 3.00 BC 34 0.15 -3:0 MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp dpts=T ns=Comp Endpts Tens Comp 0. 1 38 0 4- 6 4 --2- 4 26 111 5- 7 0 0 3- 5 22 37 =Member esign based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf nonconcurrent live load. Calculated vertical deflection is 0.00" due to live load and 0.01" due to total load at X=1-6-5. Deflection meets U360 live and U240 total load. R=54t✓' U=77# NAILED 9'6"11 B. 3' I gg 3' I 1'6" =229# U=150# RL=146/-87# VV-B" R=50# U=4# NAILED LEFT RAKE = 1'8"2 LEFT JIG = 3'6"4 RIGHT JIG = 47"14 DESC. = EJ3 SEQ = 4949 PLT. TYP: WAVE DESIGN CRIT•F8C2W7RESIIPI.2D02FTMT•0%(0%)/5(0) QTY= 6 TOTAL= 6 REV. 9.01.01.0124.02 SCALE=0.9764 ^ TRUSS CORP T • •, ,, 294(} Industrial J31,J Forl Pi1:rc4:,FL• 34946 Phone- (' 2)46633" Fax: (772) 466-9329 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORT/WT. FURNISH ACOPY OFTHIS DESIGN TOTHE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OR FABICATING. HANDLING, SHIPPING. ETO BUILD THE INSTALLING AND BUSSES IN RACING OFOTRUSSES CDESIGN CO�NFORMSRWITHAPPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTIVI A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSITrPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd, Oynton Beach, FL 33435 TC LL 20.Opsf TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG O/ALEN. 3 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactorv.com JOD:(WUU it) ,NeVVIanO LAniracung, Inc. , I nree t1eOi I wo Clam i GJD Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 140 mph wind, 15.00 ft mean hgl, ASCE 7-05, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Av=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 -1.57 5.00 BC 58 0.15 5.00 r1 0 lV 47 tI I HIS uvvU. PKtPAKtD aY I HE ALPINE JU13 Dt51GNER PROGRAM FROM TRUSS MFR'S LAYOUT MAXIMUM FORCES Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 38 0 4- 6 50 156 2- 4 15 264 5- 7 0 0 3- 5 24 115 Member design based on both MWFRS and CBC, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf 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. Deflection meets U360live and U240 total load. R=11[9 U=150# NAILED 55. 5' I 1'6" R=2 1# U=170# RL=214/-113# W=8" 5' R=88# NAILED LEFT RAKE =1'8"2 LEFT JIG = 5'91 DESC. = EJ5 PLT. TYP: WAVE rR U'-,q C ORP, 290D Ind ust.rial 331Td Fort Pierce, FL 34946 Phone: (7-2) 466,338S Fax( (772) 40-9339 DESIGN CMT=FEC2D07flESJ1Pi-=PW-0%(0%)/5(0) QTY= 6 TOTAL= 6 -WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDs (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TEL ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IC THE RFSPONSIRII ITY OF THE RIIILr)ING DESIGNER PER ANSIrTPI 1.1995 SECTION 2. 10,61,11 B. Lee P.E. # 34869 109 Coastal Bay Blvd. oynton Beach, FL 33435 REV. 9.01.01.0124.02 TC LL 20.0psf TC DL 7.Opsf BC DL 10.0psf BC LL 0.0psf TOT.LD. 37.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 67'12 SEQ = 4956 SCALE=0.7034 REF DATE 06-03-2009 DRWG O/A LEN. 5 JOB #: 90037 TYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactory.com THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT, Top chord 2X4 SP #2 N Bot chord 2X4 SP #2 N 140 mph wind, 15.00 ft mean hgl, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC 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 -1.57 7.00 BC 75 0.15�7 MAXIMUM FORCES — Endpts Tens Comp Endpls Tens Comp Endpts_Teri - omp "- Endpts Tens Comp 0- 1 38 0 4- 6 73 200- 2= 4 48 389 5- 7 0 0 3- 5 58 207 M m er-deslgn based on both MWFRS and CBC, wind reactions based on MWFRS. Bottom chord checked for 10.00 psfnon-concurrent live load. Calculated vertical deflection is 0.10" due to live load and 0.20" due to total load at X = 3-9-4. Deflection meals U360live and U240 total load. R=161# U=218# NAILED 77' tom— 1'6" r R=360# U=197# RL=282/-138# W=8" 7' R=126# NAILED LEFT RAKE = 1'8"2 LEFT JIG = 7'11 "14 RIGHT JIG = 8711 DESC. = EJ7 SEQ = 4955 PLT. TYP: WAVE DESIGNCPJT=FBc2=RESr1Pl-mv nw.0%(O%Ystm QTY= 27 TOTAL= 27 REV. 9.01.01.0124.02 SCALE=0.5497 TRUSS SS CORP.ulius I WARNING -TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING Lee PE .. . TC LL 200P sf REF J AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, W1. 53719) FOR SAFETY PRACTICES CHORD SHALL HAVE License # 34869 TC DL 7.Opsf DATE 06-03-2009 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. BCDL 10.Opsf DRWG ....,,,.,.•, ,. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE BC LL O.Opsf 294(} Tndust I ixl J31�1 PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND A653 GR40 GALV. STEEL TOT. LD. 37.Opsf O/A LEN. 7 Furl P i rrce, FL. 34946 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM LOCATED ON DU R.FAC. 1.25 JOB #: 90037 111) Olt C- (i 2) 466 3388 EXCEPTAS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES tJIT (??2) 4(i6-933Y ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGNSHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING �� ., 1—.,. — — o„„ .,..,.... 11.1— — . 1109 Coastal Bay Blvd. ovnton Beach. FL 33435 SPACING 24.0" TYPE EJACK PDF created with pdfFactory Pro trial version www.pdffactory.com JOD:(`JUU3/) ,Newiana uoniraciing, Inc. , I nree meui I WU main i L.0 I Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 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 34 -1.57 1.00 BC 10 0.15 1.00 i i LEFT RAKE =1'8"2 LEFT JIG = 1'3"12 DESC. = CJ1 PLT. TYP: WAVE i'RU5,q WRR T� 2900 TndUSLHal 13rd Forl Pierce, FL 34446 Plloncr (7-2) 466,3388 Fox; (772) 466 9329 wi 1 n1A UVVU. YKCI'AKC:U tlT I I1C ALHINC JVtl UCJIUIVCK HKUUKAM YKUM I KUJJ Mr K'J LAYUU I MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 38 0 4- 6 140 47 2- 4 223 73 5- 7 0 0 3- 5 38 13 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 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. Deflection meets L/360 live and U240 total load. R=-47# Rw=89# U=100# NAILED B'6"11 B' 1' 16 I R=220# RQr278# U=212# 9L=77/-62# W=8" R=8/-14# Rw=37# U=36# NAILED DESIGN C%T-FSC7DD7RESrrPI.7ID3 FDRT- 0%(0%Y 5(0) QTY= 12 TOTAL= 12 ACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS NSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES RD PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE 3LY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID •9MPORTANr . FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ENGINEEREDPRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS I; 'FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, NG, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE IONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL rAS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON :SIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES IANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT I SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING �Peot .11 _ nP _ RI m IIING. nPCIC.NPR PFR ANQI7TPI 1_1QQR SFCTI0N 2_ REV. 9.01.01.0124.02 Julius Lee P.E. TC LL 20.Opsf License # 34869 TC DL 7.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 37.Opsf DUR.FAC. 1.25 1109 Coastal -Bay Blvd. 3oynton Beach, FL 33435 SPACING 24.0" RIGHT JIG = 2'8"1 SEQ = 4948 SCALE=1.5958 REF DATE 06-03-2009 DRWG O/A LEN. 1 JOB #: 90037 TYPE JACK PDF created with pdfFactory Pro trial version www.pdffactory.com Inc. Three Bed/Two Bath / CJ3 " THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT• — Top chord 2x4 SP #2 N Bot chord 2x4.SP #2 N " 140 mph wind, 15.00 ft mean hgl, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf Wind BC DL=5.0 psf. Av=1.00 GCpi(+/-)=0.18 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT TC 61 -1.57 BC 34 .15 3.00 MAXIMUM FORCES Endpts Tens Comp Endpls Tens Comp_��f11dp sirens Comp Endpts Tens Comp 0- 1 38 089� 2- 4 26 111 5- 7 0 0 3-5 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 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. Deflection meets U360 live and U240 total load. RA U=77# NAILED 3'6"11 S. 3' Ham— 1'6" =229# U=150# RL=146/-87# VP8" R=50# U=4# NAILED LEFT RAKE = 1'8"2 LEFT JIG = 3'6"4 RIGHT JIG = 47"14 DESC. = CJ3 SEQ = 4951 PLT. TYP: WAVE DESIGN CNVFBC2WRESRPI-"MFfRtT•0%(0%)/5(0) QTY= 8 TOTAL= 8 REV. 9.01.01.0124.02 SCALE=0.9764 pp l ^t� p R U SS 0". "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING Julius Lee P.E. TC LL 20.0r1sf P REF ` T AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AMID BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES License # 34869 TC DL 7.Opsf DATE 06-03-2009 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. BCDL 10.Opsf DRWG .. ,,..... ,. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE BC LL O.Opsf 290(f Tnd ust rix133 rd f orl P i emc, FL 34946 PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL TOT.LD. 37.Opsf O/A LEN. 3 DUR.FAC. 1.25 JOB #:90037 11honC, ('72). 66S 338N EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES Fax:(772)466-932Y ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING 1109 Coastal Bay Blvd. lBovnton Beach. FL33435 SPACING 24.0" !TYPE JACK PDF created with pdfFactory Pro trial version www.i)dffactory.com lob:(UUU;31) ,Newiana uontracang, Inc. , I nree near l wo natn i L..JD Top chord 2x4 SP #2 N Bot chard 2x4 SP #2 N 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 it from roof edge, CAT II, EXP C, wind TC DL=4.2 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 75 -1.57 5.00 BC 58 0.15 5.00 LEFT RAKE = 1'8"2 LEFT JIG = 5'9"1 DESC. = CJ5 PLT. TYP: WAVE i'RU'sR CARP, J 2900 Tndustrial 33rd Fort Plvrcu, FL 349.46 I'hoobr (712) 46W388 Fos) (772) 466-9329 VKUUKAM t-KUM IKUSJ MrK'S LAYUUI MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 38 0 4- 6 50 156 2- 4 15 254 5- 7 0 0 3- 5 24 115 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.02" due to live load and 0.06' due to total load at X = 2-9-4. Deflection meets U360 live and U240 total load. R=IIU U=150# NAILED 5' 1'6" R=2 1# U=170# RL=214/-113# W=8" 5' R=88# NAILED 6(a) QTY= 4 TOTAL= 4 JG. REFER TO HIB-91 (HANDUNG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS ITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES ERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID 'IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ;INEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS Y FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE S OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND OCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653.GR40 GALV. STEEL NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON N, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES :E OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 3WN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING 10,61,11 S. Julius Lee P.E. License # 34869 Coastal Bay Blvd. - on Beach, FL 33435 REV. 9.01.01.0124.02 TC LL 20.0psf TC DL 7.Opsf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 37.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 67"12 SEQ = 4981 SCALE=0.7034 REF DATE 06-03-2009 DRWG O/A LEN. 5 JOB #: 90037 TYPE JACK PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(90037) ,Newland Contracting, Inc. ,Three BedlTwo Bath / HJ3 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N SPECIAL LOADS —(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 54 PLF at -2.22 to 54 PLF at 4.18 BC - From 20 PLF at 0.00 to 20 PLF at 4.18 TC - -93 LB Conc. Load at 1.41 BC - -29 LB Conc. Load at 1.41 Wind reactions based-Qn-MWFRS p sure's. =Calcuiated vertical deflection deflection is -0.01" due to live load and -0.02" due to total load at X = 0-8-10 v 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 39 43 4- 6_94�43� 2- 4 89 40 5- 7 0 0 3- 5 0 31 —140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bidg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psi, wind BC 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 -2.17 4.18 BC 48 0.15 4.18 Deflection meets U360live and U240 total load. R=59U=128# NAILED 9'6"6 B. 4g4'222"g3 "7 I 2'1 I '2"3 R=229# U=464# W=10"9 4'2"3 R=18# U=18# NAILED LEFT RAKE = 2'3" LEFT JIG = 4'6"12 RIGHT JIG = 64"15 DESC. = HJ3 SEQ = 4991 PLT. TYP: WAVE DESIGN CPoT-FBC2D0MES1VI.XMFIM=0%(0%)1S(0) QTY= 2 TOTAL= 2 REV. 9.01.01.0124.02 SCALE=0.8904 jL�R U SS CORP. CORP. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID Julius Lee P.E. License # 34869 TC LL 20.0 sf p TC DL 7.Opsf REF DATE 06-03-2009 DRWG CEILING. "IMPORT/WT" FURNISH ACOPY OFTHIS DESIGN TOTHE INSTALLATIONCONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLING SHIP SHIPPING, INSTALLING AND BRACING OFAILURE TO BUILD THE TRUSSES IN F TRUSSES. DESIGN CONFORMSE WITH TPI; OR APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL AS NOTED.AND, UNLESS OTHERWISE LOCATED THISEPT DES DESIGN. POSITIONPLY CONNE TORS PER DRAWINGS 160 XZCONNECORS TO EACH FACE OFR. USS THE SEAL ON THIS DRAWING INDICATES ON ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSIfrPI 1-1995 SECTION 2. 1109 Coastal Bey Blvd. lBoynton Beach, FL 33435 BC DL 10.Opsf BC LL O.O Sf p TOT.LD. 37.Opsf 2900 indusu ixl J31,J furl Pierce,rl• 34446 I' h o n C: (f 2) 466 33H fax: (!'�� 4G4 v3iY O/ALEN. 40203 DUR.FAC. 1.25 JOB #: 90037 SPACING 24.0" ITYPE HIP —JACK PDF created with pdfFactory Pro trial version www.pdffactory.com Jol):(9UU3/) Newiana L:Ontrac0ng, Inc. , I nree Deai I No DarrT / njD Tap chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 140 mph wind, 15.00 It mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. t y-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 -2.17 7.01 BC 82 0.15 7.01 I M10 UVVU. rMLrAKCLJ UT Ir1t ALVI1Nt JUe Utb[UNLK VKUIdKAM HKUM IKUbb MHMS LAYUU I MAXIMUM FORCES Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 34 33 4- 6 60 64 2- 4 17 41 5 7 0 0 3- 5 11 40 Wind reactions based on MWFRS pressures. Hipjack supports 5.0-0 setback jacks with no webs. Calculated vertical deflection is 0.00" due to live load and 0.11" due to total load at X = 3-10-6. Deflection meets U360 live and U240 total load. R=180 U=191# NAILED 10'6"6 9' 7'0"2 f~-2'1"7 R=273# U=219# W=10"9 7'0"2 R= 8# NAILED LEFT RAKE = 2'3" LEFT JIG = 7'611 RIGHT JIG = 9'2"14 DESC. = HA SEQ = 5182 PLT. TYP. WAVE DESIGN CRIT-FBC200MSnPI-MMFDFM-0%(0%)/SR QTY= 2 TOTAL= 2 REV. 9.01.01.0124.02 SCALE=0.7111 TRUSS SS CORP.AND T •• .,,,.. , „ "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, WWDLING,SHIPPING, INSTALLING BRACING. REFER TO FEB-91 (HANDLING INSTALLING MID BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 683 D'ONOFRIO DR., SUITE 200, MADISON, WI.63719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT'FURN14HACOPY OFTHIS DESIGN TOTHE INSTALLATION CONTRACTOR. ALPINE ENGINEERED -PRODUCTS, _INC. SHALLNO1 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS Julius Lee P.E. License # 34869 TC 20.0 sf p TC DL 7.Opsf BCDL 10.0psf REF DATE 06-03-2009 DRWG 2900 Tnd usl. rial 33171 For(P1rrcc,FL 34946 I°I]Oner0-2) 466-33M Fax (?'1)4G4-433Y E_WITH TPI: OR FABRICATING, HANDLING, HIP SHIPPING. INSTALLING AND BRACING OF -TRUSSES. —DESIGN FAILURE TO BUILD THE TRUSSES CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1-1995 SECTION 2. 1109 Coastal Bay Blvd. oyntonBeach,FL33435 BC LL 0.0psf TOT.LD. 37.Opsf O/ALEN. 70002 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE HIP JACK PDF created with pdfFactory Pro trial version www.pdffactory.com Y Job: 90037 ,Newland Contracting, Inc. ,Three Bed/Two Bath / HJ7 Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f 2.OE Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL=4.2 ps wind BC DL=5.0 psf. Iw=1.00 GCpi(+/-)=0.18 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLIN_ CHORD SPACING(INOC) START( D(F--- TC 75 2='FFTT 94 BCC=1167— 0.15 9.84 11 THIS DWG. PREPARED MAXIMUM FORCES PROGRAM FROM TRUSS MFR'S LAYOUT' Endpts Tens Comp Endpts Tens Comp�ndpfs—Tens Comp 0- 1 34 33 4- 7-420--19� 7- 9 85 77 5 6 590 37�8 684 382 8-10 0 0 —7=3 0 7- 8 418 640 Wind reactions based on MWFRS pressures. Hipjack supports 7-M setback jacks with no webs. Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 7-93. Deflection meets U360 live and U240 total load. 44"15 - 5'3"5 9110"1 5'3"5 4'6"11 R=21 U=232# NAILED 1 V6"6 v CO n m 'v 8' 5'3"5 9'91 9110" P 5 3"5 9'10"1 1 4'S"11 1"1 h�-217 R=4119 U=310# W=10"9 9'10"1 R=3410 U=135# NAILED Endpts Tens Comp 2- 4 440 670 3- 5 569 361 LEFT RAKE = 2'3" LEFT JIG = 10'610 RIGHT JIG = 12'0"12 DESC. = HJ7 SEQ = 5187 PLT. lYP: WAVE DES] r,NCwT=FBCaimRESmI-a�FTIRT-0%(D%yS(0) QTY= 2 TOTAL= 2 REV. 9.01.01.0124.02 SCALE=0.5356 pp �-y� p R U SS CARP, -WARNING-TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING Julius Lee P.E. TC LL 20.011sf P REF T AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SLATE 200, MADISON, WI.53719) FOR SAFETY PRACTICES License # 34869 TC DL 7.Opsf DATE 06-03-2009 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. BCDL 10.Opsf DRWG ....,,...•, ,. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND BC LL O.Opsf TOT.LD. 37.Opsf 2900 Tud USL rial 33Ind O/ALEN. 91001 Forl Pierce, FL. 34946 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL DUR.FAC. 1.25 JOB #:90037 I'I)ont (' 2)'46633U EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160AZ, THE SEAL ONTHIS DRAWING INDICATES Fax:(772)40-9329 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENTFORANIPARTICULARBUILDING 1109 Coastal Bay Blvd. oyntonBeach, FL33435 SPACING 24.0" TYPE HIP JACK • PDF created with pdfFactory Pro trial version www.i)dffactory.com lob:(9UU37) ,Newland contracting, Inc. , I nree tiea/ I wo barn / Myuz Top chord 2x4 SP #2 Bot chord 2x4 SP #2 140 mph wind, 16.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 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 -0.00" due to live load and -0.00" due to total load at X = 0-8-1. Deflection meets U360 live and U240 total load. v 0 1r4 LEFT JIG = 2'215 DESC. = MV02 PLT. TYP: WAVE rxUlq CORP. J 290G Tud HSL HRI 331YI For( Pierce, FL 34946 Phoney (712) 466-3398 Fax, (772) 466-9329 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 21 1- 3 7 55 4- 6 90 17 2- 4 48 7 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 0.15 2.00 BC 24 0.00 2.00 See DWG VALTRUSS0207 for valley details. a 6"15 I 2' 6" 15 1'5"1 DESIGN QTY= 1 TOTAL=1 AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -••IMPORTAM" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON. THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IC THE R—D—IRII ITv nF THE RI III nINC nFSICNFR PFR ANSVTPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 109 Coastal Bay Blvd. oynton Beach, FL 33435 10'2"3 REV. 9.01.01.0124.02 TC LL 20.0psf TC DL 7.Opsf BC DL 10.0psf BC LL 0.0psf TOT.LD. 37.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 1'5"7 SEQ = 5247 SCALE=2.4374 REF DATE 06-03-2009 DRWG O/A LEN. 2 JOB #: 90037 TYPE VAL PDF created with pdfFactory Pro trial version www.pdffactory.com I ib:(90037) ,Newland Contracting, Inc. ,Three Bed/Two Bath / VO4S Tap chord 2x4 SP #2 Bot chord 2x4 SP #2 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf wind BC 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 24 -0.43 1.42 TC 12 1.42 2. TC 24 4�.42 TC 12-2.32 2.42 BC 4 -0.58 2.32 MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 3r4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFF MAXIMUM FORCES l� Endpts Tens Comp Endpts Tens Comp___Endp — ens Comp 4- 8 176 86 2--�5 998 8-11 1711 79 =Mern berdeslgn based and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.00" due to live load and 0.0(Y' due to total load at X=1-10-10. Deflection meets U360 live and U240 total load. See DWG VALTRUSS0207 for valley details. I 6"15 + 2 + 3 6"15 1.5"1 1' i LAYOUT. • _ __ - r Endpts Tens Comp 9-10 158 89 12'4"3 LEFT JIG = 2715 RIGHT JIG = 1'5"2 DESC. = VO4S SEQ = 5250 PLT. TYP: WAVE DESIMCRIT-FBC2007RESRPI-2002F77RT=076(0%y5(0) QTY= 1 TOTAL=1 REV. 9.01.01.0124.02 SCALE=2.2701 /-� I R U SS C ORV T • , ,,,.. • ,' 'WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SLATE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLING, ANYOR FABICATING, SHIPPING, INSTALLING AND BRACING FOTRU TFAILURE To BUILD THE TRUSSES IN RUSSES. CDESIGN COE WITH �NFORMSRWITH APPLICA13LE OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 PIZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IC THE RFCO(1NCIL111 I— — THC At III —1 nCcl!_fJCo OCO e1JCIlTO1 �_1.GS cCPTt 1 Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. ovnton Beach. FL 33435 TC LL 20.011sf P TC DL 7.Opsf BC DL 10.0psf BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG 2960 Tnd uXl I ixl MIAAPROVISIONS r11rl rIL' c, FL• 34946 PbOnC, (f 2)46G,338N Fax: (772) 4G4-9329 O/A LEN. 3 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE VAL PDF created with pdfFactory Pro trial version www.pdffactory.com IOb:(9UU37) ,Newlana uontracting, Inc. , I nree Isew I wo Isatn i vuaa Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 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 0.01" due to live load and 0.03" due to total load at X = 3-1-0. Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. a4 I KI6 UVVU. VKCH'AKCU LIT IH1t ALVINt JUIS Ut6IUNtK VKUCiKAM I•KUM THU' MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 6 70 79 1- 3 14 74 7- 9 182 86 2- 4 46 25 B-11 247 112 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: CHORD SPACING(IN OC) START(FT) END(FT) TC 51 -0.43 3.42 TC 13 3.42 4.42 BC 60 -0.58 4.42 See DWG VALTRUSS0207 for valley details. 6" 15 4' 5' 6"15 3-54110"4 11 5' 4'10"4 1"12 2X4(D8R) ° 3X6 R=74plf U=100plf RL=17/-11plf W=5' LEFT JIG = 4'512 DESC. = V08S PLT. TYP: WAVE DESIGN ciaT-rsc2m7msrrPI-2=FT -o%(D%y5(D) QTY= 1 TOTAL=1 TRUSS^^ CORP. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING MID BRACING), PUBLISHED BY TPI (TRUSS TPLATE INSTITUTE, 563 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ^IMPORTANT- FURNISHA COP-Y_OF TF98 DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. "INC: SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, 2900 Tnd USL Hal 33M HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND ror( Pierce, FL 34946 (' 2) 4663388 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPTAS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES Fax: (7 72) "6-9329 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1-1995 SECTION 2. 11W3 REV. 9.01.01.0124.02 Julius Lee P.E. TC LL 20.Opsf License # 34869 TC DL 7.Opsf BC DL 10.0psf BC LL 0.0psf TOT. LD. 37.Opsf DUR.FAC. 1.25 1109 Coastal Bay Blvd. 3oynton Beach, FL 33435 SPACING 24.0" Endpts Tens Camp 4-10 81 30 RIGHT JIG = 2'31 SEQ = 5254 SCALE=1.1468 REF DATE 06-03-2009 DRWG O/A LEN. 5 JOB #: 90037 TYPE VAL PDF created with pdfFactory Pro trial version www.pdffactory.com Job:(90037) ,Newland Contracting, Inc. ,Three Bedrfwo Bath / V12S Tap chord 2x4 SP #2 Bot chord 2x4 SP #2- Webs 2x4 SP #3 _190:mpftVIftd TSOOiYmean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 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 75 -0.43 5.42 TC 13 5.42 6.42 BC 75 -0.58 6.42 See DWG VALTRUSS0207 for valley details. !4 � ' c THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT MAXIMUM FORCES —_ _ _ _-_- adpt- ns�Corn Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 3- 5 73 124 1- 3 63 189 7-10 65 74 4- 8 225 79 B-12 225 79 2- 4 178 70 6- 8 631 305 9-11 90 165 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Right end vertical not exposed to wind pressure. 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 = 3-1-6. Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at )east 15.00 ft. from roof edge. 6"15 6' 7' I- I- 6"15 6 55"1 6101T 4 - n 6' 10"4 1' 12 I I 7' 0 a to N 10'4"3 R=74plf U=100pff RL=19/-llplf W=7' LEFT JIG = 6'8"10 RIGHT JIG = 3'2"3 DESC. = V12S SEQ = 5257 PLT. TYP: WAVE DESIGN CRT-F6c2wraesml-2002FnRT-0%(G%YS(0) QTY= 1 TOTAL= 1 REV. 9.01.01.0124.02 SCALE=0.7389 u ` CORP.-WARNING- Lit U• S ORPAND J ••" , „ 2941} Tndust l ixl J31ti1 Forl Pierce, FL 34446 Phone.(' 2)46633" Fax: (772) 466-9329 TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHOPPING, INSTALLING BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY RI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON. WI.53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT- FURNISHACOPYOFTHISDESIGNTOTHEINSTALLATIONCONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; HANDLIN�HiIP SHIPPING, INSTALLING AND BRACING OFFAILURE TO BUILD THE TRUSSES IN TTRUSSES. CDESI N CONFORMSFABRICATING. WITHAPPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSIRPI 1-1995 SECTION 2. Julius Lee P.E. License # 34869 1109 Coastal Bay Blvd. Oynton Beach, FL 33435 TC LL 20.Opsf TC DL 7.Opsf .1 BC DL l0.O sf p BC LL O.Opsf TOT.LD. 37.Opsf REF DATE 06-03-2009 DRWG O/ALEN. 7 DUR.FAC. 1.25 JOB #:90037 SPACING 24.0" TYPE VAL p PDF created with pdfFactory Pro trial version www.pdffactory.com JOIX(SUU37) ,Newiana uontracting, Inc. , I nree betl/ 1 wo Bain / V165 Top Chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 140 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. hv=-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 -0.43 7.42 TC 13 7.42 8.42 BC 75 -0.58 8.42 See DWG VALTRUSS0207 for valley details. W4 LEFT JIG = 8'11"7 DESC.= V16S PLT. TYP: WAVE 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- 5 100 173 1- 3 85 257 7-10 119 155 4- 8 290 105 8-12 290 105 2- 4 227 90 6- 8 886 484 9-11 209 345 Member design based on both MWFRS and CBC, wind reactions based on MWFRS. Right end vertical not exposed to wind pressure. Bottom chord Checked for 10.00 psf non -concurrent live load. Calculated vertical deflection is 0.06" due to live load and 0.13" due to total load at X = 4-1-5. Deflection meets U360 live and U240 total load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 6"15 8' 9' 6 15 8,75 1 I '10'4 1 8' 10"4 1"l 4X4(R1) MUSS CARP, T 2940 Tndusu'iR1 331Y1 Forl Picrcc, rl 34946 111)oncr (772) 466-33H Fax: (7T2) 466-9329 DESIGN CW=F8CEp7RESrrPF2002 FTRrr= 0%(D%)/ 51D) QTY= 1 TOTAL= 1 R=74plf U=100p1f RL=20/-12p1f W=9' AND BRACING. REFER TO MB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL. PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPi; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPL ALPINE CONNECTORS ARE MADE OF 20GAASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL. ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING_ RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING REV. 9.01.01.0124.02 ulius Lee P.E. TC LL MOW .icense # 34869 TC DL 7.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 37.Opsf DUR.FAC. 1.25 109 Coastal Bay Blvd. oynton Beach, FL 33435 SPACING 24.0" RIGHT JIG = 4'1"12 SEQ = 5260 SCALE=0.5551 REF DATE 06-03-2009 DRWG O/A LEN. 9 JOB #: 90037 TYPE VAL PDF created with pdfFactory Pro trial version www. Affactorv.com