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Home My WebLink AboutMISCA-1 RODF TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI7TPI 1-2014 section 6.3 These truss designs rely:on lumber values established by others. RE: Job 76454 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RICHARD K. DAVIS CONSTRUCTIO P oje� a e SSIONARY FLIGHTS INTERNATIONAL PHASE II LOUBIOCk: HOPff Y E A Address: HAMMOND RD AND STEEL BLVD., FORT PIERCE, FL 34946 City: County: EXEMPT State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Lding VED Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Lo9 2p19 Conditions):ty, Permitting Design Code: FBC 2017 COM / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 170 Roof Load: 55.0 psf Floor Load: 0.0 psf REVIEWED FOR This package includes 88 individual, dated Truss Design Drawings and 16 Additional Drawings. �I®DE COMPLIANCE With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. ST. LUCI E COUNTY No: Seq # Truss Name Date No. Seq # I Truss Name Date No. Seq # Same Date 1 2527 A01G 6113/19 13 2468 A10 6/13119 25 2626 A16G 6/13/19 2 2646 A02 6113/19 14 2599 - — All - . 6/13/19 26 2549 B01G 6/13/19 3 2583 A03 6113119 15 2600 A11A 6/13/19 27 2553 B02 6/13/19 4 2589 A03A 6113/19 16 2475 A11G 6/13/19 28 2541 B03G 6/13/19 5 2592 A04 6113119 17 2601 Al2 6113/19 29 2530 B03GA 6/13/19 6 2593 A04A 6/13119 18 2549 Al2G 6/13/19 30 2619 B04 6/13/19 7 2594 A04B 6/13119 19 2499 A13 6/13/19 31 12521 B05G 6/13/19 8 2595 A04C 6/13119 20 2502 A13A 6113/19 32 2613 B06 6/13/19 9 2596 A06 6/13/19 21 2533 A14G 6/13/19 33 2651 C01 6/13119 10 2597 A07 6/13/19 22 2608 A15 6/13119 34 2606 CO2 6/13119 11 2647 A08G 6/13119 23 2602 A15A 6113119 35 2607 CO3 ' 6/13/19 12 12536 1 A09G 6/13119 24 2643 A15G 16113119 36 2608 1 CO3A 6113119 The truss dravAng(s) referenced have been prepared byAlpine Engineered Products, Inc. under mydirectsupermsion based on the paramelerspromded byA-1 RwtTnlsses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE:The seal on these drawings Indicate acceptance of professional engineering responsibility solely forthetruss components shown. The suitability and use of components,forany particular building is the responsibility of the building designer, perANSPrPI-1 See.2 TheTmss Design Dm%rIng(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Shuctural Engineering Downrentsl provided by the Building Designerindicating the nature and chAacterof the work The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (also referred to at times as'Structural Delegated Engineering Documents] am specialty structural component designs and may be part of the project's deferred orphaned submittals. As aTmss Design Engineer(le., specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsbilityforthe design of the single Truss depleted on the TDD only. The Building Designer Is responsbleforand shall coordinate and review the TDDsfor wmpatbilitywith thehwdtten engineering requirements. Please review ailTDDs and atl related notes. Page 1 of 2 Manuel Martin SCRgI: illy signed by A Martinez 2019.06.13 Q :53-04'00' h�Y V �4 : 7 L A4 RODE TRUSSES AFLORIDAGORPORATION "RE: Job 76454 ,Lumber design values are in accordance with ANSIITPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. No. Seq # Truss Name Date No. Seq # Truss Name Date 37 2609 C04 6/13/19 75 2691 HP 6113/19 38 2610 C05 6/13119 76 26.36 MHV12. 6/13119 39 2607 C06 6/13119 77 2637 MHV14 6/13/19 40 2604 C07 6/13119 78 2638 MHV15 6/13/19 41 _ 2601 , C08 6113119 79 2639 MV10 6/13/19 42! 2524' I '•' i C09G ! 6113/19 .80 2640 MV2 6/13119 43 2614 C10 6/13/19 81 2641 MV4 6/13119 44 2615 ` C11 6/13/19 82 2642 MV6 6113119 45 2616 C.121 6113/19 83 2643 MV8 6113119 46 2617 C13 6/13/19 84 2644 PB01 6/13/19 47 2618 C14 6/13119 • 85 2645 PB02 6113/19 48 2619 C15 6/13/19 86 2473 PB02A 6/13/19 49 2622a] ' I' 1+ CJ1-' "j '" " 6/13/19' 87 ` 2540 PB03 6/13/19 50 2667 tii'"' "?'CJ113 , "i ,pl,• '6113/19 88 2543 PB03A 6/13/19 51 2708 CJ1C , ^ : r, t, 6113/19 89 STDLOI STD. DETAIL 6/13/19 52 2622 CJ1P 6/13119 90 STDL02 STD. DETAIL 6113119 53 2523 CJ2 6/13/19 91 STDL03 STD. DETAIL 6/13119 54 2625 CJ3 6/13/19 92 STDL04 STD. DETAIL 6113/19 55 2670 CJ3B 6/13119 93 STDL05 STD. DETAIL 6113/19 56 2661 CJ3P 6/13119 94 STDL06 STD. DETAIL 6113119 57 2628 CJ5 6/13119 95 STDL07 STD. DETAIL 6113/19 58 2673 CJ5B 6/13/19 96 STDL08 STD. DETAIL 6113/19 59 2664 CJ5P 6113/19 97 STDL09 STD. DETAIL 6113/19 60 2718 DOI 6113/19 98 STDL10 STD. DETAIL 6/13/19 61 12721 1 D02 6113/19 99 STDL11 STD. DETAIL 6/13/19 62 2533 G01 6/13/19 100 STDL12 STD. DETAIL 6/13119 63 2629 G02 6/13/19 101 ' STDL13 STD. DETAIL 6/13119 64 2712 HJ3A 6/13119 102 STDL14 STD. DETAIL 6/13119 65 2472 HJ5 6/13/19 103 STDL15 STD. DETAIL 6/13119 66 2546 HJ7 6/13/19 104 STDL16 I STD. DETAIL 16113119 67 2463 MAP 6/13/19 68 2538 HJ7P' 6/13/19 69 2630 J17 6/13/19 70 2631 J17A 6/13/19 71 2632 J17T 6/13119 72 2715 .43A,' '6/13119 73 2520 . - J5 ; 6/13119 74 2688 ' - '` J7 6113/19 Page 2 of Job Truss 7645,+ A01 G ti Truss Type SPEC City I Ply 1 06/13/2019 2527 2 6 $H '3X4C BX14(B8R) e 2 63X4 A A AS 1 SEAT LATE REG. i 'i"1 1111 1 4y"1."y.5"q 10.8* i 4,4"10 4"p aaH0710 =8X8 T6 H I J K T6 ®3X4 al M T7 N T8 O Wi T(. o W15i1lm I51 N X W V U T S R . O P a6X6 aSX8=5X8 65X8 1114X4-H0710=8XIO 1113X10 106X8(R) 2'-1 3TI $T ly ly $T ly 1y yl d�I`'ITI�jl� 1y ,Iy,. yy 1y 1y .yy ,yy, -70"13__t 0 7040N 2 1040 1 1040# 2 1040#7 7040#5" 1040# 2 7040# 2 1040# 2 040# 2 04 2�g"� 2309# 1040# 1040# 7 0# 1040# 1040# - 1040# 1040# 1040# 1040# 1037# 1040# Loading Criteria NsO Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: D Kzl: NA Des Ld: 55.00 Mean Height: 25.00 it NCBCLL: 0.00 TCDL: 5.0 list Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 5.07 ft Loc. from endwall: not In 17.0( Gi 0.18 Wind Duration: 1.60 Coda I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS DeflICSI'Criteria_ PP Deflection in too L/defl L/# VERT(LL): -0.473 G 999 36i VERT(CL): 0.844 G 718 30' HORZ(LL):-0.111 E - - HORZ(TL): 0.207 G - - Creep Factor: 2.0 Max TC CSI: 0.884 Max BC CSI: 0.812 Max Web CSI: 0.994 Wgt: 1488.9 Ibs VIEW Ver. 19.01.00.0531.15 Lumber Special Loads Top chord 2x4 SP M-30 :T3 2x6 SP 24001-2.0E: -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) :T5, T6, T7 2x4 SP #2: TC: From 86 pit at -2.14 to 86 pIf at 7.07 :T8 2x8 SP 2400f-1.8E: TC: From 43 pIf at 7.07 to 43 pIf at 50.21 Bot chord 2x8 SP 2400f-1.BE BC: From 20 pIf at 0.00 to 20 pIf at 7.07 Webs 2x4 SP #3:W12, W14 2x4 SP M-30: BC: From 10 pIf at 7.07 to 10 pIf at 50.21 :W13 2x4 SP 42: BC: 2309 lb Conc. Load at 7.07 :W15 2x6 SP #2: BC: 1040 lb Conic. Load at 9.010.87,12.87,14.87 :Lt Wedge 2x8 SP 2401 16.87,18.00,20.00,22.00,24.00,25.61,27.42,28.87 :Lt Level Return 2x4 SP #3: 30.87,32.87,34.87,36.87,38.87,40.87,42.87,46.87 Bracing (a) Continuous lateral restraint equally spaced on member. Naiinote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" D.C. Bot Chord: 4 Row @ 3.00" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Plating Notes All plates are 1.5X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL AC 13828 /- P /- /8649 /- P 14546 /- P /- f7426 P Wind reactions based on MWFRS AC Brg Width = 8.0. Min Req = 3.8 P Brg Width =- Min Req= = Bearing AC is a rigid surface. Bearing AC requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 23 -19 H -1 3630 -6637 B - C 5304 -8446 I - J 3629 -6636 C - D 5059 -8387 J - K 3687 -6977 D - E 5040 -8364 K - L 3695 -6985 E - F 4577 -7865 L - M 2573 -5087 F - G 3914 -6964 M - N 2567 -5077 G - H 3874 -6902 N - O 30 -62 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 48.87 B -AB 7498 -4703 V - U 6256 -3304 BC: 1037 lb Conc. Load at 44.87 AB -AA 7499 -4699 U - T 6970 -3598 AA-Z 7444 -4472 T-S 6982 -3602 Purlins Z - Y 7444 -4472 S - R 6982 -3602 In lieu of structural panels or rigid ceiling use purlins to brace all Iiii @ %pc4088 R - Q ZT78 -1404 all BC @ 24" DO. X - W 6354 -3567 Q - P 2760 -1395 W - V 6354 -3567 Wind Wind loads and reactions based on MWFRS. Maximum Web Forces Per Ply (Ibs) Right end vertical not exposed to wind pressure. Webs. Tens.Corllp. Webs Tens. Comp. Additional Notes A -AC 0 0 V-J 760 -651 WARNING: Furnish a copy of this DWG to the installation contraffiApeciaf°ti'aro 172 U - J 2353 -1008 must be taken during handling, shipping and installation of vuss&AAe 223 -120 U - L 631 -1530 "WARNING" note below. AA-E 1138-1062 L-T 670 -228 (1) 2x6x6-1-12 x SP 42 Web scab centered 50-2-8 from left end.EAItXch to o%Vfi L - R 1835 -3377 of web with (3) rows of 0.131 "1 min. nails @ 6" oc, staggered 1". F 1611 -1157 R - N 4159 -2104 F-X 891-1160 'M-R 310 -129 H-X 2079-1312 Q-N 962 -465 H - V 560. -123 N -`P - 2701 -5346 I-V 31 -78 0-P 26 -123 Loading Truss checked for 300# live and 04 dead movable load along Top Chord, non -concurrent with any other live loads. "WARNING" Please thoroughly review the"A-1 'erify design parameters and read notes on this Truss De: arrestor Dlates shall be used forfhe TOD to be valid. As TERMS and CONDITIONS CUSTOMER ("aUVER") ACKNOWLEDGMENT" form. r reference sheet before use. Unless otherwise stated on the MD. only Alpine er or Truss ayants Engineer of any building. AtiTeplfalrzMtemisamasde0nedin TPI-0. Mt RnMTmunx-RnnrM,gyiM MMIedm,mnM. In.,vu .la nmM1lM1Xad.ninn"-Aginm,Ti.¢C,nnni RWTrnr., AA•1 ROOF TRU55E6 +wwwcamoar. A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job T russ TWSS Type 76454 1 A02 ATIC Qty I Ply 06/13/2019 3 1 u 2646 A 95# a5X8 N1.5X4 f-2'-{ 174" I a 1 Loading Criteria Ipsp Wind Criteria Code 1 Misc Criteria Defl1CSI Criteria . ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Bid: 2014 VERT(LL): -0.463 T 999 360 Loc R+ / R- / Rh / RW / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C 6ERT(CL): 0.867 Q 698 302 X 3295 /- P 12449 11604 1615 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL):-0.291 S- - AD 3134 /- /- /2208 11498 /- EXP: D Kzb NA Plate Type(s): HORZ(TL): 0.383' S - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 It WAVE, HS Creep Factor. 2.0 X Erg Width = 8.0 Min Req = 2.7 NCBLoad : 0.00 TCDL: 5.0 psf Max TC CSI: 0.840 AD Brg Width =- Min Req = - 1.25 BCDL: 5.0 psf Max CSI: 0.737 Bearing X is a rigid surface. 2.Duration: Spacing: 24.0" MWFRS Parallel Dist: h/2 to h Spad Spacing: Bearing X requires a seat plate. Dist a: ft We Max Web CSI: 0.737 Maximum Top Chord Forces Per Ply (Ibs) LC&Coc. Loc. from dwa not in 13.00 ft Wgt: 401.E Ibs Chords Tens.Comp. Chords Tens. Comp. pI: 0.18 GCpI: 0.18 Wind Duration: 1.60 VIEW Ver. 191.01.00.0531.15 A-B 77 0 H-I 3051 -4227 Lumber Additional Notes B-C 3014-5353 I-J 2446 -3590 C - D 3157 -5378 J - K 2988 -4987 Top chord 2x4 SP M-30 WARNING: Furnish a copy of this DWG to the installation conI I- SpecgjW1Qj259 'K - L 3186 -5277 Bot chord 2x8 SP 2400f-1.8E :B3 2x4 SP #2: must be taken during handling, shipping and installation of lmsse. ee 2948 -4986 L - M 3173 -6396 Webs 2x4 SP #3 :W5 2x4 SP #2: "WARNING" note below. :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: F - G 2439 -3587 M - N 3194 -5407 :Lt Level Return 2x4 SP #3: ' G - H 3051 -4227 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on member. Chords Tens.Comp. _ Chords Tens. Comp. Plating Notes B-W 4697-2549 R-Q 4739 -2481 All plates are 3X4 except as noted. W - V 4708 -2558 Q - R 5540 -3233 V - U 4724 -2183 Q - P 4739 -2481 Hangers l Ties U-T 4724-2483 P-O 4766 -2664 (J) Hanger Support Required, by others T - S 3796 -1821 O - N 4746 -2657 S - T 3796 -1821 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple Maximum Web Forces Per Ply (Ibs) live loads. Webs Tens.Comp. Webs Tens. Comp. BC storage loading: LL = 30.00 psf; DL = 0.00 psf; from 17-4-0 to 33-4-0. A - X 0 0 H -AA 588 -823 Mechanical Unit Loads Supported by this Truss W - C 365 -406 AA-1 1257 -894 At Truss Unit Unit Supporting C-V 159 -260 AA -AB 655 -1207 X-Loc Piece Lbs. Width Trusses V- E 554 -412 R- K 824 -1169 25.33 TC 189.0 3.00 2 E - T 805 -1126 1-AB 898 -522 Truss checked for 300# movable concentrated load along Top Chord, between Y- T 1139 -374 AB- J 824 -1432 0-0-0 to 50-8-0, noncencumenl with design gravity loads. Y - F 1115 -358 AB -AC 191 -195 Y-Z 190 -199 J-AC 1118 -381 Purllns F-Z 841 -1432 AC-R 1142 -397 In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 24" oc, G - Z 898 -532 K - P 602 -435 all BC @ 24" oc. G -AA 1260 -907 P - M 295 -284 Collar -fie braced with continuous lateral bracing at 24" oc. or rigid ceiling. Z -AA 658 -1211 M - O 334 -374 Wind Wind loads based on MWFRS with additional C&C member design "WARNING" Please thoroughly review the"A.1 RO only design parameters and react notes on this Truss Design alveolar plates shall be used for the TDD to be valid. AsaTI :sponsibiliry for the design of the single These depicted on the and nor ofaAll Truss system Englneerny building. cappeltmotermsamasdef din TPI-1. Mt Rmf Tmcvea-RensdL fern M thle rommmt N any mm IR-nh,hnM wthwt tM-yan mrmiminn M M1 Rml Tv - ") ACKNOWLEDGMENT" forth. on the TDD, only Alpine �-A-1 ROOF mTRL155E5 AF,Wm.CNWL4 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss TruSS Type Qty I Fly Ubr13%LU1tl 76454 A03 I SPEC 4 1 2583 i -L 1�' I- 2''( Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 5.07 ft Loc. from endwall: not in 13.0 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.0E :T3 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :Lt Slider 2x4 SP #2: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #2: BLOCK LENGTH = 1.500 :Lt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Purllns In lieu of structural panels or rigid ceiling use pudins to brace all Bat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 12'9' 5P8' DeflICSI Criteria PP Defection in loc L/dell L/# VERT(LL): 0272 Q 999 361 airRT(CL): 0.474 H 999 30, HORZ(LL): 0.074. 0 - - HORZ(TL): 0.135 O - - Creep Factor: 2.0 Max TC CSI: 0.863 Max BC CSI: 0.456 Max Web CSI: 0.997 Wgt: 336.0 Ibs VIEW Ver. 19.01.00.0531.15 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") any, design parameters and read notes on this Truss Design Drawing (Too) and the specialty Engineer reference sheet before use. Unless othow se stated on )nnedor slates shall be used for the Too to be valid. As a Truss Desion Enaineenna (i.e. soedaltv Endneer). the seal on anv Too represents an aaeotance c ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL W 3112 /- /- /2698 /1989 /615 X 2933 /- /- /3284 /1740 /- Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 2.6 X Brig Width = - Min Req = - Bearing W Is a rigid surface. Bearing W requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 66 -3 H-1 6211 -3823 B - C 8000 -5560 I - J 6455 -4296 C - D 7871 -5320 J - K 7853 -5538 D - E 7821 -5029 K - L 7833 - 5522 E-F 7840-4W5 L-M 7932 -%M F - G 6466 -4113 M - N 8149 -6094 G - H 6211 -3823 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - V 4647 -6839 R - 0 3672 -5166 V - U 4151 -6056 Q - P 4359 -5940 U - T 4151 - 6056 P - O 4359 -5940 T-S 3544-5225 O-N 5102 -6861 S - R 3544 -5225 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A- W 0 0 H- R 548 -657 D-V 480 -485 R-1 518 -601 V - F 779,1338 I - Q 1599 -2003 F - T 1353 -873 Q - J 1274 -1148 G - T 1107 -2053 J - O 1112 -1395 G-R 668 -495 O-L 480 -501 �-A-f ROOF TRtJ55ES i defined by ConI agreed upon In vmdng by all pates Involved. d terms at es darned in TPI-1, I n 6ond without tM wronn,w,mimim M HI Rmf Tru4ns saauwcmu'manox A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job I cuss I ruse I ype Qty, Ply 06/13/2019 76454 1 A03A I GABL 2 1 1 2589 Loading Criteria(ps0 Wind'Crileria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: D Kzt NA Des.Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h to 2h C&C Dist a: 5.07 ft Loc. from endwall: not in 13.0 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 2400f-2.OE :T3 2x4 SP M-30: :T4, T5 2x4 SP #2: Bot chord 2x6 SP #2 :133 2x6 SP 24OOf-2.OE: Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.641' :Ll Level Return 2x4 SP #3: Code 1 Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Loading 18'11"8�{ AFAEAD AC AB AA 65X61H8X12(R) @ I 1 DeB1CSl Criteria PP Deflection in foe Udefl L/# VERT(LL): 0.208 M 999 360Loc IVERT(CL): 0.598 M 999 304 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity R+ / R- / Rh / RW / U / RL AR 3112 /- P /2446 /941 /615 HORZ(LL): 0.066 Y - - BH 2933 /- /- 12206 /877 /- HORZ(TL): 0.189 Y - - Wind reactions based on MWFRS Creep Factor: 2.0 AR Brg Width .= 8.0 Min Req = 3.7 Max TC CSI: 0.920 BH Big Width =- Min Req = - Max BC CSI: 0.981 Bearing AR is a rigid surface. Max Web CSI: 0.895 Bearing AR requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 448.0 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 66 -3 M-N 2818 -4003 Additional Notes B-C 3356-5362 N-O 2814 -4078 C - D 3290 -5300 O - P 3392 -4822 See STD DETAILS for gable wind bracing requirements. D - E 3187 -4969 P - Q 3392 -4940 WARNING: Fumish a copy of this DWG to the installation contraEtoF Spe dra1856 Q - R 3274 -48W must be taken during handling, shipping and installation of trussils- fee 2883 -4099 R - S 3270 -4909 "WARNING"note below. G-H 2871 -3770 S-T 3228 -4894 H -1 2871 -3769 . T - U 3289 -4945 1-1 2871 -3769 U - V 3267 -4965 J - K 2872 -3770 V - W 3144 -4983 K-L 2969-3945 W-X 3166 -5160 L - M 2914 .4007 Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Truss checked for 300# live and 0# dead movable load along Top Chord, non -concurrent with any other live loads. Purlins In lieu of structural panels or rigid ceiling use puffins to brace all flat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AQ 4617-2773 AH-AG 4148 -2369 AQ-AP 4142 -2403 AG-AF 4148 -2369 AP -AO 4142 -2403 AF-AE 4148 -2369 AO -AN 3539 -1871 AE-AD 4148 -2369 AN -AM 3539 -1871 AD -AC 4148 -2369 AM -AL 3542 -1860 AC -AB 4385 -.2645 AL -AK 3542 -1860 AB -AA 4385 -2645 AK-AJ 3542 -1860 AA-Z 4388 -2646 AJ-AI 3542 -1860 Z-Y 4394 -2654 AI-AH 4148 -2369 Y-X 4317 -2644 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A -AR 0 0 AW-K 594 -345 D-AQ 468 -503 K-AI 990 -807 AQ-F 535 -187 AI-AX 747 -920 F-AO 772 -899 AY -AZ 751 -927 G-AO 811 -474 BA -BB 727 -908 G-AM 573 -346 BC-O 711 -888 H-AM 495 -601 O-BD 659 -480 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (-'BUYER') ACKNOWLEDGMENT' form. ohN design parameters and read notes on file Truss Deslan Deawina MD) and the ScecialN Enalneer reference sheet before use. Unless otherwise stated on the MD. only Asian valid. defined by a Contract agreed upon In sailing by all pates Involved. The Specialty Engineer Is NOT the d terms are as defined In TPI-1. Is nmM1IM1I1mI WlM1nul'he wlXnn,wrmlxxlm nl LI FmfTn—m- �i8 �TRI 9SBF BB �TR6E9 ♦nmiwcrmnse.-aa A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Truss I russ I ype Lay -ly Uul Ioleu I ro 2589 A03A I GABL 2 1 1 V AM -AS 571 -346 BE -AC 630 -458 AT -AU 573 -343 AC -BF 234 -245 AV-AW 576 -352 BG-T 204 -210 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp AS -AL 80 -94 N-BC 159 -41 1-AT 87 -96 BD-P 151 -63 AU -AK 169 -229 AD -BE 187 -92 J-AV 167 -245 Q-AC 237 -439 AW-AJ 69 -43 BF -AB 97 -109 AX-AH 142 -81 S-BG 136 -167 L-AY 134 -60 AA-U 105 -152 AZ -AG 249 -29B Z-V 268 -344 M -BA 279 -355 Y - W 306 -120 BB-AF 165 -64 "WARNING" Please thoroughlyreview the "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER")ACKNOWLEDGMENr roan. only design parameters and read notes on this Truss Dasish Drawing (TDD) and the Specalty Engineer reference sheet before use. Unless otherMse stated on the TDD, only Alpine onnectcr plates shall be used loathe TDD tabs valid. Asa Truss Design Engineering (i.e. Spetlalty Engineer), the seal on any TDD represents an acceptance of the professional engineering .soonsihlllN for the deslan of the siren Truss deolcted on the TDD oniv. under TPIA. The design assumotions. nadirs conditions. sultablliN and use of this Truss for any Whales Is the &&IR Tucwa _e A-1 ROOF TRUSSES A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job I MISS I russ I ype 76454 A04 COMN uty 7 1y I UbnsaUla 2592 IN r 05X8 G 2 6 p N_ ih \1.5X4D e8X8 E1)B C 63X4A 127 18111"8 1 W V U T S X =3X4 -HO510 =3X4=5X6-3X8 1p"pa SEAT PLATE REQ. 50'8" — H Loading Criteria (psQ Wind Criteria TCLL: 20.00 Wind'Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 5.07 It Loc. from endwall: not in 13.0 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE :T3 2x4 SP M-30: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Purlins In lieu of structural panels on rigid ceiling use purlins to brace all flat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. R -3X4 Q P =HO510 .3X4 SEAT H 43X4 1 I DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): 0.187 H 999 360 Loc R+ / R- / Rh / Rw / U / RL €/ERT(CL): 0.535 H 999 303 X 3109 /- P /2446 /939 /656 HORZ(LL): 0.069 P - - Z 3109 /- /- /2446 /939 /- HORZ(TL): 0.197 P - - Wind reactions based on MWFRS Creep Factor; 2.0 X Brg Width = 8.0 Min Req = 3.7 Max TC CSI: 0.866 Z Brg Width = 8.0 Min Req = 3.7 Max BC CSI: 0.802 Bearings X & Z are a rigid surface. Bearings X & Z require a seat plate. Max Web CSI: 0.929 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 341.6 HIS Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 18.02.01A.0205.19 A-B 66 -3 H-1 2843 -3761 B - C 3360 -5380 I - J 2B57 -4105 C-D 3275-5319 J-K 3188 -4884 D - E 3172 -5028 K - L 3168 -5028 E-F 3191 -4884 L-M 3271 -5319 F - G 2858 -4105 M - N 3362 -5380 G - H 2843 -3761 N - 0 66 -3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - W 4646 -2642 S - R 3537 -1767 W - V 4147 -2265 R - Q 4147 -2325 V - U 4147 -2265 Q - P 4147 -2325 U - T 3537 -1707 P - N 4646 -2701 T - S 3537 -1707 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A- X 0 0 8-1 558 -354 D - W 458 -485 I - R 852 -494 W-F 527 -162 R-J 802 -908 F - U 803 -897 J - P 527 -164 G-U 844 -495 P-L 458 -485 G- S 558 -354 V- O 0 0 H - S 546 -657 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS DUSIUMER(BUYER') AGxNOWLEUGMtN I"torte. �9A-1 ROOF eTRUSSE5 A-1.Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Qty Ply 06/13/2019 76454 A04A GABL 1 1 95# 95N 20'6'8" -2'-1 20'- r- 18'1 V8 -{ 127 {- 1all 1'8- 16X8 =6X8 F G H T N (7 C lT- f 174 i Loading Criteria (psti Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h/2 to h C&C Dist a: 5.07 It Loc. from endwall: not In 13.0( GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M=30 :T4, T5 2x4 SP #2: Bot chord 2x8 SP 2400f-1.8E :B3 2x4 SP #2: Webs 2x4 SP #3:W5 2x4 SP #2: :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: :Rt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. DefIICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.467 AD 999 31 6,q--RT(CL): 0.885 AD 684 31 HORZ(LL):-0.293 AC - HORZ(TL): 0.384 AD - Creep Factor: 2.0 Max TC CSI: 0.999 Max BC CSI: 0.683 Max Web CSI: 0.756 Wgt: 438.2 Ibs 17'4" }- 2• -{ ♦ Maximum Reactions (Ibs) 2593 I 1 AV 3229 /- /- /2208 /1498 1615 AW 3390 /- /• /2449 /1604 /- Wind reactions based on MWFRS AV Big Width = 8.0 Min Req = 2.7 AW Brg Width = 8.0 Min Req = 2.8 Bearings AV & AW are a rigid surface. Bearings AV & AW require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 3202-5580 J-K 2935 .5098 Additional Notes B - C 3179 -5593 K - L 2856 -5111 C-D 3192-5474 L-M 3246 -5W5D See STD DETAILS for gable wind bracing requirements. - E 2983 -5184 M - N 3169 -5456 WARNING: Furnish a copy of this DWG to the installation contraBto6 SpecjW57aM20 N - O 3167 -5514 must be taken during handling, shipping and installation of tmssRs-fee 3097 -4430 O - P 3098 -5523 "WARNING" note below. G - H 3097 -4430 P - Q 30M -5458 H -1 2477 -3837 Q - R 2963 - 5475 I-J 3010-5107 R-S 77 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. BC storage loading: ILL = 30.00 psf: DL = 0.00 psf: from 17-4-0 to 334-0. Mechanical Unit Loads Supported by this Truss At Truss Unit Unit Supporting X-Loc Piece Lbs. Width Trusses 21.00 TC 189.0 2.00 2 Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonwricument with design gravity loads. Pull In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc, all BC@24'oc. Collar -tie braced with continuous lateral bracing at 24" GO. or rigid ceiling. Wind Wind loads based on MWFRS with additional C&C member design. A -AG 4901 -2588 AA-Z 4888 -2398 AG-AF 4911 -2594 Z-Y 48W -2398 AF-AE 4916-2348 Y-X 4888 -239a AE-AD 4916 -2348 X- W 4838 -2472 AD -AC 3858 -1792 W - V 4838 -2472 AC -AD 3868 -1792. V - U 4838 -2471 AB -AA 48M-2398 U-T 4831 -2467 AA -AB 5519-2976 T-R 4835 -2474 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AG-B 328 -395 AB -AM 850 -1163 B-AF 297 -260 H-AK 816 -460 AF- D 582 -411 AK-1 723 -1311 D-AD 8G3-1151 AK -AL 189 -200 AH-AD 1127 -384 1-AL 1289 -499 AH-E 1103 -367 AL -AB 1310 -514 AH-AI 190 -193 AN -AO 789 -1112 E -Al 815 -1376 AP- L 802 -1115 F-AI 864 -516 L-X 850 -607 F-AJ 1222 -931 X-AQ 146 -224 AI-AJ 640.1194 AR -AS 143 -222 G -AJ 589 -791 AT- P 156 -201 "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT' form. only design parameters and read notes on this Truss Design Drawing (TOD) and the Spedalq Engineer reference sheet before use. Unless otherviise stated an the TOD, only Alpine snnector plates shall be used forme TOD to be valid, As a Truss Design Engineering (i.e. Sme ally Engineer), the seal an any TOO represents an acceptance of the professional engineering sponslbllity for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, leading conditions, suitability and use of this Truss for any Building Is the no SBCA are referenced for general guidance. TPI-i defines the respanslbllllies and duties of the Truss a Contrast agreed upon In writing by all parries Involved. The Spedalty Engineer is NOT the as defined in TPI-I. atir-tits wnnen rermli of At Rmf Tnssw. �=A-1 ROOF aTRD55E9 AfNNMEtlVCPAriex A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 I MISS I runs I ype A04A GABL ry Wily I U01 I JIzu la t 2593 AJ- H 1193 -882 P - u 156 -276 AJ-AK 593 -1163 AU- S 0 10 "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES("SELLER'), GENERAL MIN dssion r erameters and read notes on this Truss Design Dm&lm (MDI and to SpecialN Endres Er Ills Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp AM-Z 222 -282 M-AR 168 -270 J -AN 245 -306 AS- V 115 -170 AO-V 145 -188 O-AT 148 -221 K-AP 161 -206 T-Q 231 -338 AQ-W 161 -259 V a sheet before use. Unless othewhie stated on the TOO, only Alpine e seal on any TDD represents an accepter of the professional engine'.,' ading conditions, suitability and use of this Truss for any Building is the gA4 ROOF Me IRC, Ne IBC, local building sods and TPI-1. The approval of 0e 'TRUSSES C, low] building cade and VIA. The approval of the TDD and any geltl g,er and Contactor. All notes set out in the MD and to practices and mralguldanw. TPI-1 defneslhe responslbllides and dales of Ne Truss A-1 Roof Trusses ag by all parties Involved The Specialty Engineer is NOT the 4451 St. Lucie Blvd. lmrfTr an.. Fort Pierce, FL 34946 Job Truss truss type ury i uwIafzutn 2594 76454' A04B GABL 1 1 is 127 18'1118 1 z5x8 ai5x8 G H I J K L M 03X4F N ®3X4@4X6 6 � A G AM AN '- 04X6 io (a) O n m D (a) Al AK AL (a P pp3X4 CS =8X8(Ei) S A ? Oes81 R X4) S do3X4 7P 03X4 AF AE =3X4 AD Bra AC AB =H0510 a3X4 AAZ Y X W V U T 65X6es3X8 83 =3X4 mH0510 =3X4 AlAO �12 IRS SEAT PLATE RED. 1p,� SEAT PLATE RED. 50'8• J Loading Criteria (ran Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 COM PP Deflection in II Udell L14 Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): 0.184 I 999 360 Loc R+ I R- I Rh I Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C WRT(CL): 0.527 I 999 303 AF 3109 /- /- 12446 /939 1656 BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL): 0.058 T - - AP 3109 /- A 12446 /939 I- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.166 T - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 it WAVE, HS Creep Factor. 2.861 AF B rg Width = 8.0 Min Req = 3.7 NCBCLL: 0.00 TCDL: 5.0 psf Max 7C CSI: 0g Width = Min Req = 3.7 Load Duration: 1.25 BCDL: 5.0 sf P BAP e Bearings are AF 8 AP are a Max BC CSI: 0.795 rigid surface. Spacing: 24.0" MWFRS Parallel Dist: h to 2h Bearings AF & AP require a seat plate. C&C Dist a: 5.07 it Max Web CSI: 0.998 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00It Wgt: 400.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Durai 1.60 VIEWVer. 18.02.01A.0205.19 A-B 66 -3 J-K 2840 -3758 Lumber B-C 3359-5373 K-L 2840 -3758 C - D 3274 -5312 L - M 2841 -3758 Top chord 20 SP 24001-2.0E:T32x4 SP#2: D-E 3171 -5021 M-N 2858 -4110 Bot chord 2x6 SP #2:82, B3 2x6 SP 2400f-2.OE: E - F 3190 -4877 N - O 3187 -4878 Webs 2z4 SP#3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' F-G 2859-4110 O-P 3168 -5021 :Rl Slider 2x4 SP #3: BLOCK LENGTH = 1.500. G - H 2841 -3758 P - Q 3271 -5312 :Lt Level Return 2x4 SP #3: H - I 2840 -3758 Q - R 3362 -5373 :Rl Level Return 2x4 SP #3: 1-1 2840 .3758 R - S 66 -3 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on member. Chords Tens.Comp. Chords Tens. Comp. Plating Notes S-AE 4639-2642 Y-X 3535 -1764 All plates are 1.5X4 except as noted. AE-AD 4151 -2268 X - W 3535 -1764 AD -AC 4151 -2268 W-V 3535 -1764 Loading AC -AB 3535-1704 V-U 4151 -2328 Gable end supports 8" max rake overhang. Top chord must not be cut or notched. AB -AA 3535 -1704 U -T 4151 -2328 AA- Z 3535 -1704 T - R 4639 -2700 Truss checked for 300# movable concentrated load along Top Chord, between Z - Y 3535 -1704 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. Puffins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use pudins to brace all flat TIC @ 24" oc, Webs Tens.Comp. Webs Tens. Comp. all BC@24"oc. A-AF 0 0 Y-AK 552 -353 D-AE 453 -483 AL -AM 554 -352 Wind AE-F 515 -149 AN-M 559 -363 Wind loads based on MWFRS with additional C&C member design. F -AC 811 -900 M - V 923 -532 G -AC 923 -531 V - N 810 -911 Additional Notes G -AG 559 -363 N - T 515 -155 See STD DETAILS for gable wind bracing requirements. AH-AI W4 -352 T- P 453 -483 WARNING: Furnish a Copy of this DWG to the installation contractor. Special care AJ-Y 551 -352 AO- S 0 0 must be taken during handling, shipping and installation of trusses. See J -Y 218 -432 'WARNING' note below. Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BIIYFR")ACKNOWLEDGMENT"farm. 'edfy design parameters and read notes on this Tmss Design Crowing mi and Pe Specialty Engineer reference sheet before use. Unless otherwise stated on Me TDD, only Alpine a onnector plates shall be used forme TOO to be valid. Asa Tress Design Engineering (i.e. Spetlally Engineer), the seal on any TOO represents an acceptance of the professional engineedng :sponsibililyfor the design of the single Tress depicted an the TDD only, under TPI-1.The design assumptlons, hadtng condhons, suitability and use of this Tress for any Building is ma A-t ROOF ITRUSSE9 �ullding Is me responsibility of the Owner, the Owners euthortzed agent or the Building Designer, In the contest of me IRC, the IBC, local building code and TPl-1. Theapproval arm nminsolliry, of Me Owner, the Owner's authorized agent orme Building Designer, In the conteMofine IRO, me IBC, local building code and TPl-1. The approval ofthe TDD and anygek Anyiyc��„a se of the Truss, Mouth, handling, storage, Installation and bracing shall be me responsibility of me Building Designer and contractor. All notes set out In the TOO and me practise and A-1 Roof Trusses uldellnes ofthe Building Component Safely lnformdtion(BSCI) published by TPI and SBCA are referenced far general guidance. TPI4 defrosted responsibilities and dugesofthe Tmss iesigneh Specialty Engineer and Tress Manufacturer, unless otherwise defined bya Contract agreed upon In viing by all prose Nwlved. The Spedalty Engineer is NOT the 4451 St. Lucie Blvd. uiking DeagnarorTress System Engineers? any building. Altrapitaltzed terms erees defined in TPI-1. mMOM1tO]a1fi F1RMTruwu-RnxMiuS+n raMJahvartnwM1In mvlrum. urvMiM1%MaBMu1tMw —mrmiFvm N0.1RMTr,.wzt Fort Pierce. FL 34946 Truss Truss Type Qty Ply 06/13/2019 A048 I GABL 1 1 -r. 2594 "WARNING" Please thoroughly review the 'A-1 ROOF TRUSSES('SELLER"), GENERAL TERMS and CONDITIONS Verify design parameters and read notes on MIS TNSe Design Drawing (TDD) and Me Specialty Engineer reference sheet before use. connector plates shall be used for the TDD to be vaild. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too responsibility for Me design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, s Building Is to responsibility of the Owner, Me Owner's authorized agent or the BUIMing Designer, In the context of Me IRC, the IBC, It responsibility of Me Owner, the Owner's authorized agent or the Building Designer, In the context of Me IRC, Me IBC, Ideal building se use of Me Tmsa, Including heading, storage. Installation and bracing shall be the responsibllily of Me Building Designer and Conbacta guidelines of Me Building Component Safety Information(BBCp published by TPl and SBCA are referenced for general guidance. T Designer, Speedily Engineer and Truss Manufacturer, unless olhetwise defined by a Contract agreed upon In whiting by all parties Inv Building DeslgnerorTmss System Engineer deny building. Allcapltallzedtermssreasdefinedln TPl-0. CrnmhtlO MIS 11 RMT---RSnrMnNnn n( Mi. tl—.1. In awtmm. iRn ibitndvdthoutihftmnemmnlmllnndf IRWTnimea. AB-AH 91 -191 K-AL 179 -218 AI-1 179 -218 AM- W 90 -'g90 AA-AJ 177 -212 L-AN 101 -209 . ... otherwise stated an the TOD, only Npine 1Lt an acceptance of the professional engineering andusecf Mla Tmssforany Buildinglsthe �A-I R13OF lingccdeand TPl-1: Theapproval ofihe �TRU55E5 PI-1. The approval tithe TDD and any old rtwwrnwownm fes set calls the MD and Me practices and sea the responsibilities and duties of the Truss A-1 Roof Trusses he Specialty Engineer is NOT the 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 7645ti Truss Truss Type City Ply A04C ATIC 1 7 1 1 06/13/2019 2595 95#y 915#+ 95#y+ ggam++ 20' -1-} 6'8" 1 2 t 20' 18111"8 -{- 127 18111"8 �I c6X8 III1.5X4 50'8° 16, 1T4' i 1 Loading Criteria (psq Wind Criteria Code / Misc Criteria Def1ICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.472 U 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Vales by Ld C MERT(CL): 0.858 U 706 302 Y 3387 !- /- /2449 /1601 /656 BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.296 T - - AF 3387 /- /- /2449 /1601 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.382 T - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00It WAVE, HS Creep Factor: 2.0 Y Brg Width = 8.0 ' Min Req = 2.8 NCBCLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0.976 AF Brg Width = 8.0 Min Req = 2.8 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.651 Bearings Y & AF are a rigid surface. Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h Bearings Y & AF require a seat plate. C&C Dist a: 5.07 it Max Web CSI: 0.735 Maximum Top Chord Forces Per Ply (Ibs) Loc. from Birdwell: not in 13.00 It Wgt: 407.41bs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.19 A - B 77 0 H - I 3029 -4385 Lumber Additional Notes B • C 3002 -5521 1-1 2420 -3804 C - D 3138 -5568 J - K 2942 -5179 Top chord 2x4 SP M-30 WARNING: Furnish a copy Bot chard 2x8 SP 2400f-1.8E :133 2x4 SP #2: must be taken during handling, of this DWG to the installation contrLji Spec�A�r%450 shipping and installation of trusses_ 'ee K- L M 3147 -5450 Webs 2x4 SP#3:W52x4 SP#2: °WARNING'note below. 2940 -5179 L - 3135 -5568 :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: F-G 2421 -3804 M-N 2995 -5521 :Lt Level Return 2x4 SP #3: G - H 3029 -4385 N - O 77 0 :Rt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - X 4847 -2399 S - R 4895 -2386 Plating Notes X-W 4858-2409 R-S 5590 -3151 All plates are 3X4 except as noted. W - V 4895 -2327 R - Q 4895 -2386 V - U 4895 -2327 Q - P 485B -2464 Loading U - T 3830 -1755 P - N 4547 -2454 Live loads applied in Combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple T- U 3830 -1755 live loads. BC storage loading: LL = 30.00 psf: DL = 0.00 psf: from 17-4-0 to 3341-0. Maximum Web Forces Per Ply (Ibs) Mechanical Unit Loads Supported by this Truss Webs Tens.Comp. Webs Tens. Comp. At Truss Unit Unit Supporting A-Y 0 0 AB-1 1205 -905 X-Loc Piece Lbs. Width Trusses X-C 359 -426 AB -AC 649 -1206 29.67 TC 189.0 2.00 2 - C - W 163 -236 S - K 818 -1146 Truss checked for 300# movable concentrated load along Top Chord, between W - E 553 -405 1-AC 869 -520 0-0-0 to 50-8-0, nonconcument with design gravity loads. E- U 797 .1125 AC. J 821 -1384 Z-U 1133 -372 AC -AD 189 -195 Purlins Z-F 1110 -356 J-AD 1110 -357 In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc, Z -AA 189 -196 AD- S 1133 -373 all BC @ 24" Do. F -AA 822 -1384 K - Q 577 -429 Collar -tie braced with Continuous lateral bracing at 24" Co. or rigid Ceiling. G -AA 869 -520 Q - M 163 -236 G -AB 1205 -905 M - P 362 -426 Wind AA -AB 648-1206 AE-O 0 0 Wind loads based on MWFRS with additional C&C member design. H -AB 589 -789 'WARNING' Please thoroughlyreviewthe"A-1 ROOF TRUSSES ("SELLER"), GENERALTERMSand CONDITIONS CUSTOMER ('BUYER") ACKNOwLEDGMENT"form eriydaegn parameters and read notes on this Truss Design Drawing(TOD) and the Specialty Engineer refemnce sheet before use. Unless otherwise stated on the TDD,enly Alpine a Dnnecbr plates shall be used for the TDD to be valid. As a Truss Design Egineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering sponslbllly for the design of the single Truss depicted an the TDD only, under Tell The design assumptions, loading conditions, suitability and use of this Truss for any Building is the =A-1 ROOF uiiding is the responsibility of the Omner, the Ovmers authorized agent or the Building Designer, In the context of the IRC,the[BC,loralbulldingcodeand TPI-1. The approval of the _TRUSSE5 sponsibiliy crime Owne me Owners authorized agent orthe BuildingDesigner, In the sawed ofthe IRC, the IBC, low] building code and TPld. The approval ofthe MD and any field pad, awux se of the Truss, Including handling,storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and uldelines ofthe Building Component Safety Information(BSCI) published by Tot and SSCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss A-1 Roof Trusses w1gner, Specialty Engineer and Truss Manufacturer, unless othemdse defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. uidng Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPIA n"'maxntaat R�.ni.aew�-n","m„"ua"mtm.an".,mam.iaa"„te,.,,.uN,e,inuwl w�nnm ma wan."aa,�iw�,�,mn.t a,.,rre,aw.. Fort Pierce, FL 34946 Job 76454 Truss Truss Type A06 COMN Qty 1 Ply 1 06/13/2019 2596 1— 18111"8 i 127 SEAT PLATE RED. Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.26 Spacing: 24.0 " =3X4 =H0510 =3X4 m5X6Z33X8 =3X4 saH0510 m3X4 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzl: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to In C&CDist a: 5.07 ft Loc. from endwall: not In 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE :T3 2x4 SP M-30: Bol chord 2x6 SP #2 Webs 2x4 SP #3 :Lt Slider 2x4 SP 42: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #2: BLOCK LENGTH = 1.500' Code I Misc Criteria Code: FBC 2017 COM TPI Still: 2014, Rep Factors Used:, Varies, by Ld FT/RT:10(0)/10(10) , Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Pudins In lieu of structural panels or rigid ceiling use puriins to brace all flat TIC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. DoBICSI Criteria PP Deflection in loc Udefl LN VERT(LL): -0.231 G 999 36 �8,T-RT(CQ: 0.536 G 999 30 HORZ(LL):-0.074 N - - HORZ(TL): 0.199 N - - Creep Factor: 2.0 Max TC CSI: 0.862 Max BC CSI: 0.809 Max Web CSI: 0.934 Wat: 330.4 Ibs VIEW Ver. 18.02.01A.0205.19 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh l Rw I U / RL A 2936 /- /- 12206 /1500 1548 V 2936 /- /- 12206 /1500 (- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 3.5 V Big Width = 8.0 Min Req = 3.5 Bearings A & V are a rigid surface. Bearings A & V,require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 3611 -5434 G - H 2882 -3777 B - C 3447 -5371 H -1 2893. -4122 C - D 3305 -5073 I - J 3324 -4930 D - E 3324 -4930 J - K 3305 -5073 E-F 2893.-4122 K-L 3447 -5371 F - G 2882 -3777 L - M 3611 -5434 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - U 4703 -2906 Q - P 3553 -1878 U - T 4169 -2439 P - O 4169 -2440 T-S 4169-2439 0-N 4169 -2440 S - R 3553 -1877 N - M 4703 -2905. R - 0 3553 -1877 ' Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - U 584 -500 Q - H 563 -357 U - E 544 -280 . H -P 860 -498 E-S 809 -913 P-1 809 -922 F - S 853 -498 I - N 544 -280 F-Q 563 -357 N-K 584 -500 G - Q 544 -657 "WARNING- Please thoroughly review the"AA ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER-) ACKNOWLEDGMENT" form. 'edfy design parameters and read notes on this Truss Design Drawing (TOD) and Me Specialty Engineer reference sheet before use. Unless otherwise stated on Ne TDD, only Alpine onnedor plates shall be used forthe TDD to be valid. Asa Truss Design Engineering (i.e. Spedely Engineer), the seal on any Too represents an acceptance of the professional engineering nponsibility for me design of Me single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading wndidons, suilabllity and use of this Truss for any Building Is the Wilding is the responsibility ofele Owner, the Omses euthodsed agent orthe Building Designer, In the coned ofthe IRC, the IBC, local building code and TPI-1. Theapprovelofthe neansibiliN of Ne owners Me Owners authorlbed anent or the Bulking Designer, In me wnted of the IRC, the IBC, local building code and TPI-1. The approval of tha TDD and any geld VROOF ==TR7RU55E5 >riw A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Iruss type ury rly uorlalzu IV 76454 A07 SPEC 1 1 6 1 1 2597 1811118 -I- 127 e5X8 11.5X4 =5x8 F G H SEAT PLATE RED. SEAT PLATE RED. 50'8" 3'8"8 3'8"8 —� Loading Criteria (pep Wind Criteria Code I Misc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/defl L14 Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Sld: 2014 VERT(LL): -0.430 G 999 360 Loc R+ / R- , I Rh I Rw I U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C k0tRT(CL): 1.021 G 595 303 AF 2936 P !- 12203 I1500 1548 BCDL: 10.00 Risk Category. ll FT/RT:10(0)I10(10) HORZ(LL):-0.294 N - - AG 2936 /- !- 12203 11500 I- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.728 N' - - Wind reactions based on MWFRS Des Ld: 55.60 Mean Height: 25.00 it WAVE, HS Creep Factor. 2.821 AF Br Width = 8:0 Min Re 2A NCBCLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0 AG Brg Width = 8.0 Min Req = 2.4 Load Duration:. 1.25 BCDL:5.0 psf Max BC CSI: 0.933 Bearings AF & AG are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearings AF & AG require a seat plate. C&C Dist a: 5.07 it Max Web CSI: 0.843 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any Wgt: 379.4 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.19 A - B 3649 -3826 G - H 4438 -4369 Lumber B - C 10075-10813 H -1 4596 -4674 C-D 6417-7130 I-J 5257 -5622 Top chord 2x4 SP M-30 :T1 2x4 SP 24001-2.0E: D - E 5256 -5622 J - K 6413 -7130 Bat chord 2x4 SP 2400f-2.OE :B2 2x6 SP E - F 4595 -4674 K - L 10066 -10813 2400f-2SP #2: :B3 2z6 SP F-G 4438-4369 L-M 3649 -3826 Webs 2x4 SP #3 :W 1 2x8 SP 24001 :W2, W4, W72x4 SP #2: Maximum Bat Chord Forces Per Ply (Ibs) :W3 2x6 SP 42: Chords Tens.Comp. 'Chords Tens. Comp. :W5 2x4 SP M-30: AF-AE 764 -592 W-V 4086 -30% Bracing AE-AD 3608. -3396 V - U 4886 -4009 (a) Continuous lateral restraint equally spaced on member. B -AC 9371 -8523 U - T 4886 -4009 AD -AB 0 0 T-S 6242 -5311 Plating Notes AC -AA 9487-8635 S-Q 9487 -8621 All plates are 5X6 except as noted. AA- Z 6242 -5302 R - P 0 0 (--) 6 plate(s) require special positioning. Refer to scaled plate plat details for Z- Y 4886 -4001 Q - L 9371 -8509 special positioning requirements. Y-X 4886-4001 P-O 3W8 -3390 X - W 4086 -3043 O - N 303 -317 Loading Truss checked for 3004 movable concentrated load along Top Chord, between Maximum Web Forces Per Ply (Ibs) 0-0-0 to 50-8-0, noncencument with design gravity, loads. Webs Tens.Comp. Webs Tens. Comp. Wind A -AF 2723 -2789 W - H 625 -48B Wind loads based on MWFRS with additional C&C member design. A -AE 3166 -2930 H - V 1131 -1153 AE- B 1110 -1136 V - 1 1522 -1270 Additional Notes B-AD 4780-5072 I-T 926 -828 AD -AC 4127 -3856 T - J 1694 -1592 WARNING: Furnish a copy of this DWG to the Installation contractor. Special care AC- C 2012 -1799 J - S 1006 -880 must be taken during handling, shipping and installation of trusses. See C -AA 3460 -3238 S - K 3455 -3238 'WARNING" note below. AA- D 1006 -882 K - Q 2012 -1795 D - Z 1696 -1592 Q - P 4127 -3849 Z - E 926 -828 P - L 4771 -5072 E-X 1521 -1-770 L-0 1110 -1136 F-X 1131 -1153 0-M 3166 -29M F - W 625 -488 M - N 2723 -2789 G - W 624 -667 "WARNING" Please thoroughly review the"A-1 ROOFTRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYERI ACKNOWLEDGMENT" form. 'erify design parameters and read notes on this Truss Design Drnwing (TOD) and the Specialty Engineer reference sheet before use. Unless onetwise stated on the Too, only Npine onneder plates shall Mused forthe Too to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the awl on any TDD represents an acceptanm of the professional englneedng sponsibiliryfor the design of the single Truss depicted on the TOD only, under TPI4. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �9A.1 ROOF ulding is the responsibility, of the owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA Thaeppmwl of the 9TRLISSE9 nponeibliity of the Owner, the Owners authorized agent or Ne Building Designer, In the context of the IRC, the IBC, Ion( building code and TPI-I. The approval of the TDD and any fled se of the Truss, Including handling, storage. installaMn and basing shall be the responsibility of the Building Designer and Contractor. Al notes satuutin Na TDDandthe practices and uidelines of the Building Component Safety lefOnnxdon(BSCI) published by TPI and SBCA are referenced for general guidance. TPI4 defines the responsibilities and duties of the Truss A-1 Roof Trusses iesigner, Specialty Engineer and Truss Manufacturer, unless oflmnibe defined by a Contract agreed upon In wridng by all parties lnwlved. The Bindery Englreer is NOT the 4451 St. Lucie Blvd. urding Designer or Truss System Engineer of any building. Nlmpiletedteamaereesdegnedin TPI-1. mNNMOMIAM1Rml Tn,vwx-RnnrtNurlimMtM1LVNnumN.In my M,m. iarnhbh.dWu,itMvmnen �IraMM1RmrTrwaxc Fort Pierce. FL 34946 Job Truss Truss Type Vty F'ly Ub/ld/1Ulu 2647 76454 A08G SPEC 1 3 t �--4-10.2 °{ Iva- °)P1, SYS 1ll'T6-1-3.5.6 .1016° SEAT Pl REQ. SEAT PUTS REo. -3'B-BIF 43' 2'0912yy. yy 1y 1y 1y yy, yy yy yy .Iy, y1 1y 1y 1y 1y yy yy 1y 1y 2'OY2 1oa0N 2 1oa0N 2 1040q 2 109QN 2 1oaPp 2, to40q 104 r 0a011 r 10dON 2 oaW 2 ioaotr toa0p 2 1040# 1040# 1040# 10400 1040# 10400 104 itb0/1 1040# 1a40# 1040# 1040# 10404 Loading Criteria (p50 Wind Criteria , Code I Misc Criteria Deb/CSI Criteria + ♦ Maximum. Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): 0.266 X 999 360 Loc R+' / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure:, Closed Rep Factors Used: Yes VERT(CL): 0.735 X 827 304 AF 14452 /- /- /- /2248 /263 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.107 S - - AG 14482 /- /- /- /2286 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.296 S - - Wind reactions based on MWFRS Des Ld: 65.00, Mean Height: 25.00 fl WAVE, HIS AF B Width = 8.0 Creep Factor: 20 r9 Min Re 5.7 q = NCBCLL: 0.00 TCDL: 5.0 psf AG Brig Width = 8.0 Max TC CSI: 0.440 Min Req = 5.7 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.440 Bearings AF & AG are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearings AF & AG require a seat plate. C&C Dist a: 5.07 ft Max Web CSI: 0.975 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any Wgt: 1688.4 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.19 A-B 491-3143 H-I 1421 -7742 Lumber Loading B-C 486-3157 I-J 1449 -8243 24001-1.8E T5 2x6 SP #2: Truss checked for 300# movable concentrated load along Top j4 be �1 -8310 t�'� 11 J - K 1330 -8333 Top chord 2x8 SP :T1, :T3 2x4 SP 42: -8210 0-0-0 to 50-8-0, nonooncument with design gravity loads. ` E - F 1447 -8208 K - L 1863 -6187 L - M -3164 Bot chord 2x8 SP 2400f-1.8E :B1 2x6 SP #2: 1�I4gq4227 -8208 449 M - N 453 -3150 Webs 2x4 SP #3':W1 2x8 SP 2400f-1.8E: :W2, W8, At 2x4 SP #2: Puriins ?GPI In lieu of structural panels or rigid ceiling use puffins to brace all flat TC @ 24" o0 42 N - O 453 -3150 :W6 2x4 SP M-30: all BC @ 24" oc. Maximum Bat Chord Forces Per Ply (Ibs) Nailnote Wind Chords Tens.Comp. Chords Tens. Comp. Nail Schedule:0.131"x3", min. nails Wind loads and reactions based on MWFRS. AF-AE 0 -23 X-W 7339 -1288 Top Chord:1 Row@12.00"o.cr Bat Chord: 2 Rows @ 6.00" o.c. (Each Row) Left end vertical exposed to wind pressure. Deflection meets U3A&AC 0 0 W - V 8413 -1356 Webs : 1 Row @ 4" o.c. Right end vertical not exposed to wind pressure. AD -AB 3299 -497 V - U 8413 -1356 Repeal nailing as each layer is applied. Use equal AB -AA 6280 -907 U - T 6296 -889 spacing between rows and stagger nails in each row Additional Notes AA- Z 8389 -1362, T - Q 3307 -469 to avoid splitting. WARNING: Fumish a copy of this DWG to the installation contra;tblY. Spec% %rc 362 S - R 0 0 (2) 1/2" bolts may used for must be taken during handling, shipping and installation of truss0's-dee 7309 -1286 R- P 0 -23 min. nails on "WARNING" note below. The Bottom Chord Only. TheBottom Maximum Web Forces Per Ply (Ibs) Special Loads Webs Tens.Comp. Webs Tens. Comp. ---(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) A-AF 68.5-4678 X-1 712 -235 TC: From 48 plf at 0.00 to 48 plf at 50.67 A -AD 4311 -598 I - W 2960 -395 BC: From 10 plf at 0.00 to 10 plf at 50.67 25 W - K -2818 BC: 1040 lb Conic. Load at 2.06, 4.06, 6.06. 8.06 B-AAF-AD 129 B-AD 30 -129 K-U 580 -1818 SW 10.06,12.06,14.06,16.06,18.06,20.06,22.06,24.06 26.06,26.60,28.60,30.60,32.60,34.60,36.60,38.60 AD-AE 210 -114 U-L 3180 -688 40.60.42.60,44.60,46.60,48.60 AD-C 321 -2388 L-T 601 -2482 C -AB 4704 .627 T - M 4717 -644 Plating Notes , AB- D 588 -2474 M - Q 349 -2395 All plates are 6X10(R) except as noted. D -AA 3169 -672 Q - R 210 -114 ('")1 plale(s) require special positioning: Refer to scaled plate plot details for AA- E 562 -1789 E-Y 164-2337 Q - N 33 -129 Q-O 4320 -612 special positioning requirements. G-Y 2899 -381 Q-P 25 0 G - X 767 -239 O - P 679 -4688 H-X 140 0 '*WARNING" Please thoroughly review the"A4 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER") ACKNOWLEDGMENT' farm. Verify design parameters and read notes on fill Truss Design Drawing (Too) and Me Specialty Engineer reference sheet before use. Unless othenvlse stated on Me TDD, only Alpine Wnn edpr plates shall be used forthe TDD to m valid. As a Tmss Design Engineering (i.e. Spedahy Engineerl, the seal on any TDD represents an acceptance of the professional engineering responslbllity for to design ofthe single Truss depicted on Me TDD only, under TPl4. The design assumptions, loading conditions, suitability and useof this Truss for any Building is the cAd RDOF Building is Me responsibility ofthe Owner, the Owners attracted agent or the Building Designer, in the mnlo teof Me IRC, to IBC, local building code and TPIA. Theapprovalofthe ETRUSSES responsibility oftne Omou,the Owners auetoime! agent orthe Building Designer, In the context of the IRC, the IBC;ImmI building well and TPI-1. Theapproamofthe TDDendany.- neaamnmraoe..aaao. use ofthe Trust, including handling,storage, Installation and bacing shall be the responsibility ofthe Building Deslgnerand Contractor. All notes setoutin Ne TDD andthe practices and A-1 RDof Trusses guidelines ofthe Building Component Solely lnfoanadon(BSCI) published by TPI and SECA are referenced her general guidance. TPI-1 defines Me respounallities and dutlesof Me Trade Designer, Specialty Engineer and Truss Manufadurer, unless otherulse defined by a Contact agreed upon In writing by all patties Involved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. Building Designer_ ooTre.System EnBne»r oan, y building. AdlnlcapltaIzad terms mre es defnT on M Fort Pierce, FL 34946 Job Truss Truss Type City .Ply 06/13/2019 2536 76454 A09G COMN 1 2 12'9" 18,1118� ,-5X8 1111.5X4 bi F G H T2 T 12 6 T2 p a g4X4E 163X6 04X6 0 ,04X60 (a) K®3X4 _ 93X4 B Lm6X®E1) M 3X4 68(E1)A uN 3X4 W V U T S R aa4X4aa5X6 =3X4-5X6E3X8 =3X4 O P O ar5X6a3X4 1111.5X4 2 Y aye Bi 1118 SEAT PLATE REO, SEAT PLATE RED. 50'8" Z-1 'F f22'2'0"1a 45'6"7 184# 302 3278# Loading Criteria (psfl Wind Criteria Code I Misc Criteria Def11CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in too Udefl LI# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Slid: 2014 VERT(LL): -0.164 G 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.406 U 999 303 A 6294 /- A /- /2802 /- BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10). HORZ(LL): -0.050 0 - - Z 3463 /- A I- 11788 /- EXP: D Kzt: NA Des Ld: 55.00 Plate Type(s): HORZ(TL): 0.123 0 - - Wind reactions based on MWFRS Mean Height: 25.00 It WAVE Creep Factor: 2.0 A Brig Width = 8.0 Min Req = 2.6 NCBCLL: 0.00 TCDL: 5.0 psf Max TIC CSI: 0.653 Brig Z B Width = 8.0 Min Re q = 2.0 Load Duration: 1.25 BCDL: 5.0 psf Max Max BC CSI: 0.687 Bearings A 8 Z are rigid surface. Spacing: 24.0" MWFRS Parallel Dist: 0 to hi A 8 Z require a seat plate. C&C Dist a: it Max Web CSI: 0.646 dwa Loc.fromendwalAny Maximum lop Chord Forces Per Ply (Ibs) Wgt: 694.4 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEWVer: 19.01.00.0531.15 A-B 2490 -5603 H-I1240 -2456 Lumber Purllns B-C 2J,4fi7 -5571 1-1 1379 -2774 Top chord 2x4 SP #2 :T2 2x4 SP M-30: In lieu of structural panels or rigid ceiling use puffins to brace all P �C @ f%8"_Pc3388662 Bot chord 2x6 SP #2 :Bt 2x6.SP 2400f-2.OE: all BC @ 24" oc' K- L 1454 -2889 Webs 2x4 SP #3 E - F 1336 -2710 L - M 1476 -2920 :Lt Slider 2x4 SP 43: BLOCK LENGTH = 1.500' Wind F - G 1145 -2329 M - N 33 -24 :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS. G - H 1145 -2329 :Rt Level Return 2x4 SP #3: Additional Notes Maximum Bot Chord Forces Per Ply (Ibs) Bracing WARNING: Fumish a copy of this DWG to the installation contra&WZp §4gmp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. must be taken during handling, shipping and installation of truss e ` 4892-2159 S-R 2113 -1048 Nailnote "WARNING"note below. X-W 4840-2141 R-O 2511 -1258 Nail Schedule:0.131"ItY, min. nails W-V 3452-1611 O-.P 2511 -1258 Top Chord: 1 Row @12.00" o.c. V - U 3452 -1611 P - O 2516 -1261 Bot Chord: 1 Row @12.00' o.c. U - T 2340 -1134 O - M 2518 -1261 Webs : 1 Row @ 4" o.c. T - S 2340 -1134 Use equal spacing between rows and stagger nails In each row to avoid splitting. Maximum Web Forces Per Ply (Ibs) (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on Webs Tens.Comp. Webs Tens. Comp. The Bottom Chord Only. X - C 1473 -499 S - H 400 -180 Special Loads C - W 601 -1566 H - R 347 -100 W - E 928 -284 R - I 252 -477 ----(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) E-U 572-1333 I-P 153 0 TC: From 96 plf at 0.00 to 96 pIf at 52.81 F - U 814 -277 P - K 51 -135 BC: From 10 plf at 0.00 to 10 pit at 5.13 F - S 85 -82 K - O 95 -100 BC: From 20 pit at 5.13 to 20 pit at 50.67 BC: 184 lb Conc. Load at 1.06 G - S 198 -3lM V - N 0 0 BC: 302 lb Conc. Load at 3.06 BC: 3278 lb Conc. Load at 5.13 Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. ''WARNING" Please thoroughly review the "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' hem* ratify design parameters and read notes on this Truss Design Drawing (rDD) and me Specialty Engineer reference sheet before use. Unless otherwise aboard on the TDD, only Alpine onnector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Spedalty Engineer), Me seal many TDD represents an acceptance rofe of the pssional antitumor. :sponsibllity for the design of the single Truss depicted on the TDD unit, under TPIA. The design assumptions, loading renditions, suitability and use of this Truss for any Building is 'a �A-1 RDRF wwn ilding is be responsibility of the Omer, the Oei immersed agent or rile Building Designer, in the centeld of the IRC, the IBC, oral building cede am TPI-1. The Opp ForNe �TRUSSE5 esponsibility of me Owner, the O vier's authorized agent or We Building Designer, In the content ofthe IRC, the IBC, local building code and roll The appraval of the TDD and any geld F A-1 Roof Trusses se ofthe Truss, Including handling, storage, Installation and breclng shall be the responsibility ofthe Building Designer and Contractor. Allnotessetoutlnme TODandmepredicas and uidelines of me Building Component Safety lMoonadon(BSCI) published by TPI and SSCA are referenced for general guidance. TPI-f definesthe responsiblliges and duties of the Trvss lesigner, spool Engineer and Truss Manu(acWrer,unless oNemise defined by a Conrad agreed upon In writing by all parties Involved. The Spe6elly Engineer is NOT Ne 4451 St. Lucie Blvd. wilding Designer or Truss System Engineer of any building. Mlrapitabredtermsareesde<nedln TPl-1. mm�aM1lW]01fi A-0Rml Tnixenv-RnmMruiimnllM1L tlrcmm�M.ln xnvMm..la nmMMtna wilM1nutrhavrtinen rw,mlcsion MP-0Rml Trusses. Fort Pierce, FL 34946 Job I mss I miss I ype 76454 A10 HIPS t 1y uorl amu I 2468 i 13'8"6 %7X6(R) c 2 6 p T1 0X46 N i7 (a) 0 %5X6(R) A T (a) m i III X10 Fs4X8 �5X6e X4 Loading Criteria (per, Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 it NCBCLL: 0.00 TCDL:5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: > 2h C&C Dist a: 4.54 ft Loc. from endwall: not in 1: GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T1 2x4 SP 24001-2.0E: :T4 2x4 SP #2: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :Rl Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Rt Level Return 2x4 SP #3: 1111.5X4 asSX8 D E a X8 m5X6 m3X4 Code I Misc Criteria Code: FBC 2017COM TPI Std: 2014 Rep Factors Used: Varies by Ld FTIRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 33-6-8, noncencurrent with design gravity loads. Purlins In lieu of structural panels or rigid ceiling use purins to brace all flat TC @ 24" oc, all BC @ 24" on. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and Installation of trusses. See "WARNING" note below. E X6 --3X4 I b 0 T4 l I st4X4 K ®3X3 SEAT PLATE REQ. DeBICSi Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(I-Q: 0.133 N 999 360 Loc R+ / R- / Rh l Rw I U / RL T 2628 P /- /1853 /883 1694 �tRT(CL): 0.382 N 999 272 HORZ(LL): 0.043 L - - V 2808 /- /• /2252 1950 /- HORZ(TL): 0.123 L - - Wind reactions based on MWFRS Creep Factor: 2.0 T Brg Width =- Min Req = - Max TC CSI: 0.858 V Brg Width = 8.0 Min Req = 3.3 Max BC CSI: 0.794 Bearing V is a rigid surface. Bearing V requires a seat plate. Max Web CSI: 0.982 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 319.2 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver, 19.01.00.0531.15 A-B 1738-2630 F-G 2781 -4244 B - C 2157 -3059 G - H 2761 -4347 C - D 2349 -2992 H -1 2866 -4681 D - E 2349 -2992 I - J 3016 -4743 E - F 2440 .3449 J - K fib -3 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp T-S 639 -558 O-N 2958 -1405 S - R 2313 -1130 N - M 3575 -19M R-Q 2313-1130 M-L 3575 -19M Q - P 2578 -1122 L - J 4069 -2320 P - O 29M -1405 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-T 1757-2580 P-E 310 -283 A - S 2578 -1633 E - N 826 -487 S - B 877 -1103 N - F 771 -908 B-Q 454 -210 F-L 503 -197 C - Q 201 -116 L - H 464 -438 C-P 771 -533 U-K 0 0 D-P 517 -643 "WARNING"* Please thoroughly review the -A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS Son GUNUI I IUNS UUS I UMER("eUTER") AUMUWLGUUMGN I - to.. edfy design parameters and read notes on Mls Truss Design Dravdng (MD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the Too, only Npine rdxed agent or the Installation and tro RMTn,asea. and 'diOL-A-1 ROOF IETRUSSES A... . A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 Truss Truss Type A11 I SPEC Qly I Ply 1 U6/13/2U19 2599 1 T0 IJD _ rL- 22' 't'T 6'6' 'f' -1- i 8'11'6 i 2' i 10'0'2 H Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category. II EXP: D Kzb NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: > 2h C&C Dist a: 5.27 ft Loc.. from endwall: not in 13.i GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T1, T4 2x4 SP 2400f-2.OE Bot chord 2x8 SP 2400f-1.8E :B3 2x4 SP #2: Webs 2x4 SP #3 :W6 2x4 SP #2: :W7 2x4 SP M-30: :Ll Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: :Lt Level Return 2x4 SP #3: :Rl Level Return 2x4 SP #3: Code 1 Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. 16' Deb/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.521 V 999 361 @tRT(CL): 1.249 V 504 31, HORZ(LL):-0.216 F - - HORZ(TL): 0.423 F - - Creep Factor. 2.0 Max TC CSI: 0.990 Max BC CSI: 0.857 Max Web CSI: 0.940 Wgt: 429.8.lbs H ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL Y 3472 1- /- /2525 1980 /662 AF 3513 /- 1- /2531 /966 /- Wind reactions based on MWFRS Y Brg Width = 8.0 Min Req = 2.9 AF Brg Width = 8.0 Min Req = 2.9 Bearings Y & AF are a rigid surface. Bearings Y & AF require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01 A.0205.19 IA-B 77 0 H-1 3271 -4609 Additional Notes B-C 3524-5869 1-J 2615 -3980 C - DSpe 3398 -5214 J - K 3287 -5552 WARNING: Furnish a copy of this DWG to the installation win must betaken during handling, shipping and installation of fruss� ee MI6 -5587%272 K- L 676 3391 -5784 'WARNING" note below. 3416-4125 L-M 3280 -5784 F-G F - G 2754 -4125 M - N 3280 -5790 G- H 3272 -4609 N- O 77 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - X 5094 -2836 T - S 5634 -2846 X - W 5971 -3307 S - R 5096 -2615 W - V 5568 -2968 R - Q 5096 -2615 V - U 5568 -2968 Q - P 5090 -2709 U - V 6049 -3726 P - N 5081 -2701 Loading Live loads applied in Combination per ASCE 7 sec. 2A.1 use 0.75 factor for multiple live loads. BC storage loading: LL = 30.00 psf; DL = 0.00 psf; from 19-4-0 to 35-4-0. Mechanical Unit Loads Supported by this Truss At Truss Unit Unit Supporting X-Loc Piece Lbs. Width Trusses 23.00 TC 189.0 2.00 2 Truss checked for 300# movable Concentrated load along Top Chord, between 0-0-0 to 52-8-0, nonconcument with design gravity loads. Purlins In lieu of structural panels or rigid calling use puriins to brace all flat TC @ 24" oc, all BC@24'Do. Collar -fie braced with continuous lateral bracing at 24" Do. or rigid ceiling. Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" Please thoroughly review the"A-1 ROOF TRUSSES(°SELLER°), GENERAL TERMS end CONDITIONS CUSTOMER("Bi Wry design parameters and mad notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise: onnector plates shall be used for Me TDD to be valid. Asa Truss Design Engineering (Le. Specialty Engineer), the seal on any Too represents an ace :sponsibility for the design of the single Tress depicted an the TDD only, under TPIM. The design assumptions, leading conditions, celtebrity and use of lulding Is the responsibility of the Owner, the Ownefs authorized agent or the Building Designer, In the coned of the IRC; the IBC, local building code a -gmnslhis[v of 1hA orwwr. the Dwna(a authorized easel orthe Bellaire Deslaner. In the mated of the IRC. the IBC. local buildina mtle and TPI-1. The Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Y 0 0 H-AB 592 -790 C - X 1999 -1009 AB-1 1275 -999 X-D 1321 -2278 AB -AC 879 -1403 D -W 635 -753 1-AC 983 -642 W - E 1106 -796 AC- J 1015 -1564 E-U 1254-1534 AC -AD 187 -240 Z - F 1394 -643 J -AD 1219 -447 Z -AA 222 -182 S - K 799 -1026 Z - U 1420 -662 AD- S 1246 -466 F -AA 921 -1530 K - Q 480 -423 G-AA 960 -582 Q-M 176 -259 G-AB 1125 -794 M-P 331 -388 AA -AB 687-1232 AE-O 0 0 .. ."... pine I engineering E:3 � l Is the A-1 RDOF ofthe NTTRUSSES any ram cea and th e Than A-1 Roof Trusses Al 4451 St. Lucie Blvd. Fort Pieme, FL 34946 Job buss 76454 A11A I russ I ype SPEC ury rly 1 1 u01 I.sizu I n 2600 12 d.Ao I I` T ®6� D ro 7X (E7) Be C 1 a 63X4A Y X lr ea5X6 SEAT PLATE REG. H Loading Criteria (p tt Wind Criteria TCLL: 20.00 Wind,Std: ASCE7-10 TCDL: 25.00 Speed: 170 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category. II EXP: D Kzb NA Des Ld: 55.00 Mean Height: 25.00 it NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: > 2h C&C Dist a: 5.27 ft Loc. from endwall: not in 1F GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2: :T3, T4 2x4 SP M-30: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :Lt Slider 2x4 SP #2: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: 127 ff5X8 W1:5X4 T4 G H saN\ 1 17 w V U a3X4 aH0510 ee4X4 Code I Mists Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)I10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 52-8-0. nonconcument with design gravity loads. Pudins In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See 'WARNING"note below. T S R Q 63X8 a5X6 a3X4-6X6 DeBICSI Criteria PP Deflection in loc L/de8 L/# VERT(LL): 0.232 U 999 36( VrRT(CL): 0.664 U 951 31! HORZ(LL): 0.080 P - - HORZ(TL): 0.228 P - - Creep Factor: 2.0 Max TIC CSI: 0.983 Max BC CSI: 0.958 Max Web CSI: 0.941 Wgl: 364.7 Ibs VIEW Ver. 18.02.01A.0205.19 18'11"8 13X4tg4X6 K W L 1.5X4 g� M N®4X41) O Q3X4 a3X4 AA �a H ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL Y 3225 /- /- /2520 /978 1662 AA 3225 /- /- 12526 /962 /- Wind reactions based on MWFRS Y Erg Width = 8.0 Min Req = 3.8 AA Brg Width = 8.0 Min Req = 3.8 Bearings Y & AA are a rigid surface. Bearings Y & AA require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 66 -3 H -1 3165 -4056 B - C 4046 -5494 I - J 3115 -4382 C - D 3598 -5431 J - K 3392 -5039 D - E 3441 -4858 K - L 3379 -5227 E - F 3887 -5579 L - M 3572 -W52 F - G 3285 -4517 M - N 3635 -5613 G-H 3165-4056 N-O 66 -3 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - X 4716 -2951 T - S 3763 -2026 X - W 5721 -3662 S - R 3763 -2026 W - V 4894 -2962 R - Q 4500 -2655 V - U 4894 -2962 Q - P 4500 -26M U-T 3904-2110 P-N 4848 -2971 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Y 0 0 H-T 513 -637 D - X 1978 -1264 T - 1 660 -442 X - E 1553 -2162 I - R 779 -427 E - W 878 -1028 R - J 800 -984 W - F 777 -479 J - P 327 -23 F - U 1165 -1354 P - L 408 -479 G- U 1075 -735 Z- O 0 0 G-T 489 -340 "WARNING" Please thoroughly review the -AA ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' farm. edify design parameters and read hates on this Tmss Design Drawing (Too) and the Spedalty Engineer axarenoe sheet before use. Unless aNemnse stated on the Too, only Alpine pnnador blame shall be used fir the TDD to be valid. As a Truss Design Engineering 0a. Spedal y Engineer), the seal on any Too represents an acceptance of the professional engineering code and TPI-1. upon In wnting by all pert Amon MFt Rmf Tn,ccon, t �a A-1 ROOF �TRUSSE5 AFttlliMtlpII4Yr'CN A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type uty Pry ubn3au1u 2475 76454 A11G SPEC I 1 2 3150 ----5V6 y- 47, �--5'----13'11'8 {12'9' - ®SX8 21.5X4 H 52'8' '21'3 466.7 123# r249 Loading Criteria(psp Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 5.27 8 Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T3, T5 2x4 SP M-30: Bot chord 2x6 SP #2 :B1 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W2 2x4 SP #2: :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Ll Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: No FTIRT:10(Op10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Nallnote Nall Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00' o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolts may be used for (2) 0.131 "x3", min. nails on The Bottom Chord Only. Special Loads --(Lumber Dur.Fac=1.25 /.Plate Dur.Fac =1.25) TC: From 96 plf at -2.14 to 96 pit at 5.00 TC: From 48 plf at 5.00 to 48 pit at 7.00 TC: From 96 plf at 7.00 to 96 plf at 54.81 BC: From 20 plf at 0.00 to 20 plf at 5.03 BC: From 10 plf at 5.03 to 10 plf at 7.13 BC: From 20 pill at 7.13 to 20 pif at 52.67 TC: 315 lb Conc. Load at 5.03 BC: 123lb Conc. Load at 5.03 BC: 2499lb Conc. Load at 7.13 Wind Wind loads and reactions based on MWFRS. Defl/CSI Criteria PP Deflection in loc Udell VERT(LL): -0.221 U 999 VERT(CL): 0.514 U 999 HORZ(LL):-0.060 P - HORZ(TL): 0.137 P - Creep Factor. 2.0 Max TC CSI: 0.915 Max BC CSI: 0.761 Max Web CSI: 0.879 Wgt: 723.8 Ibs ♦ Maximum Reactions (Ibs) ' L/q Gravity Non -Gravity 360 Loc R+ / R- / Rh I Rw I U ! RL 315 Z 5678 A /- !- 12989 /- - AS 3592 A !- !- /1892 1- Wind reactions based on MWFRS Z Brg Width = 8.0 Min Req = 2.4 AB Brg Width = 8.0 Min Req = 2.1 Bearings Z & AS are a rigid surface. Bearings Z & AS require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 IA-B 33 -24 H-1 1279 -2494 Loading B - C 2621 -5035 I-J 1347 -2588 2598 5003 J K 1462 2900 Truss checked for 300# movable concentrated load along Top 4o4 be 0-0-0 to 52-8-0, nonconcument with design gravity loads. -5684 K - L 1530 -2992 E - F 2268 -4463 L - M 1643 -3127 Purlins FG M-N 1665 -3158 HH 24-G1115223-2939 In lieu of structural panels or rigid ceiling use pudins to brace all Flat TC @ zgoc2494 N - O 33 -24 all BC @ 24" or.. Maximum Bot Chord Forces Per Ply (Ibs) Additional Notes Chords Tens.Comp. Chords Tens. Comp. WARNING: Furnish a copy of this DWG to the installation con"to5vSpeq!6MEe2265 T-S 2234 -1146 must be taken during handling, shipping and installation of tmsselfi_ a 4359 -2257 "WARNING' note below. S - R 2234 -1146 X-W 5785-2915 R-Q 2597 -1345 W - V 3915 -1987 Q - P 2597 -1345 V - U 3915 -1987 P - N 2729 -1430 U - T 2543 -1300 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Z 0 0 G-T 38 -135 D-Y 110 -226 H-T 204 -308 D - X 2644 -1205 T - I 480 -247 X - E 551 -1028 I - R 367 -112 E - W 1045 -2096 R - J 248 -452 W-F 1216 -518 J-P 153 0 F - U 823 -1643 P • L 114 -209 G-U 981 -413 AA-O 0 0 "WARNING- Please thoroughly review the-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS on the MD. only Alpine e cf the professional eng by Cantrad agreed upon In writing by all par ire as dearest In TPI-1. NwL , 1. u._-iuim N Y1 RMTnxeaa 'IATRUSSE9 "ttmm"mwa""mv A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 I was Iruss type Al2 SPEC , Ly I r-1y I vv, # 2601 1 10111.6 9s# 95# f- -f- s'a• -+ � f- 20' 127 i 18111•a 1 06xa W1.51.4 r,4X6 G H T4 '-AMR 1 P a3X1 Js14X6 T3 0a4X4 a) a) 0 X6aa7X6 Y Z qA a4X4 AB :ACD E a Kbs4X6 72 LTZO 6pso1.5X4C (a) (a) W5� (a M w a6X10(B8R) B 1113X3 N=8%10(88R) 11 D G iB8 E6X8 aH0710 a g3X3U 103 3 ill3X3 a3X4(R) a7X8 RH0714 0 011 SX4 1"89 �a SEAT PLATE RED. SEAT PLATE RED. 5Z8• I H 19W 16' ( 17.4" H Loading Criteria (ps0 Wind Criteria Code I Misc Criteria Deflit Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc Udefl L1# Gravity Nan -Gravity TCDL: 25.00 Speed: 170 mph TPI Sid: 2014 VERT(LL): 0.569 F 999 360 Loc R+ / R. / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C 6otRT(CL): 1.361 V 462 314 X 3472 /- /- /2528 1980 /662 BCDL: 10.00 Risk Category: It FT/RT:10(0)/10(10 HORZ(LL): •0.471 F - - !- ` /970 EXP: D Kzt NA Plate Type(s): 0.r:2.0 F - - Wind reactions based on Wind o d reactions MWFRS FRS Des Ld: 55.00 Mean Height: 25.00It 9 WAVE, HS CreepHORZFactor: Creep Factor: 2.0 X Brg Width = 8.0 R Min Req = 2.9 NC13CLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0.8 AE Bing Width -= 8.0 Min Req = 2.9 Load Duration: 1.25 BCDL: 5.0.psf Max BC CSI: 0.887 Bearings X & AE are a rigid surface. Spacing: 24.0" MWFRS Parallel Dist: > 2h Bearings X & AE require a seat plate. C&C Dist a: 5.27 ft Max Web CSI: 0.974 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 It Wgt: 424.21bs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEWVer. 18.02.01A.0205.19 A-B 77 0 H-I 3246 -4584 Lumber Additional Notes B-C 3782 -6025 I • J 2616 -3973 Cto,Spa " 563 J K 3414 5672 To chord 2x4 SP M-30:T3, T4 2x4 SP 2400f-2.OE: P WARNING: Furnish a copy of this DWG to the installation contr, r Wl a6 - -5031 K - L 3402 -5791 Bot chard 2z8 SP 2400f-1.8E :B3 2x4 SP #2: must be taken during handling, shipping and installation of trusses_ �ee � _�5 96 L - M 3402 -5791 Webs 2x4 SP#3:W52x4 SP#2: "WARNING" note below. F-G 2757-4116 M-N 3289 -5769 06 2x4 SP M-30: :Lt Wedge 2x6 SP #2::Rt Wedge 2X6 SP #2: G - H 3246 -4584 N - O 77 0 :Lt Level Return 2x4 SP #3: :RtLevel Return 2X4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on member. B - W 5274 -3168 S - R 5099 -2631 W - V 5684 -3077 R - Q 5099 -2631 Plating Notes V - U 5684 -3077 Q - P 5079 -2726 All plates are 3X4 except as noted. U - V 5928 -3591 P - N 5068 -2718 T - S 5767 -2835 Loading Live loads applied in Combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple Maximum Web Forces Per Ply lips) live loads. Webs Tens.Comp. Webs Tens. Comp. BC storage loading: U. = 30.00 psf; DL = 0.00 psf; from 19-4-0 to 35-4-0. A - X 0 0 AA- I. 1266 -995 Mechanical Unit Loads Supported by this Truss C - W 561 -528 AA -AB 934 -MI Al Truss Unit Unit Supporting D - W 2137 -1295 1-AB 990 -665 X-Loc Piece Lbs. Width Trusses W- E 1326 -2160 AB-J 1052 -1575 23.00 TC 189.0 2.00 2 E-U 1181 -1368 AS -AC 206 -265 Truss checked for 300# movable Concentrated load along Top Chord, between Y- F 1298 -486 J,-AC 1228 -466 0.0.0 to 52-8-0, nonconcurrent with design gravity loads. Y - Z 247 -201 S - K 816 -1038 Y - U 1325 -507 AC- S 1255 -485 Purlins F-Z 1054 -1604 K-Q 473 -425 In lieu of structural panels or rigid calling use pudins to brace all flat TC @ 24" oc, G - Z 1006 -665 Q - M 176 -255 all BC @ 24" oc. G -AA 1128 -815 M - P 340 -407 Collar -tie braced with continuous lateral bracing at 24" oc. or rigid Ceiling. Z -AA 781 -1270 AD- O 0 0 H -AA 593 -789 Wind Wind loads based on MWFRS with additional C&C member design. -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form. edN deslan oarametem and read notes on this Tmss Design Dravdng (TDO) and the Spedalty Engineer reference sheet before use. Unless other viso stated on the TDD, only Alpine shall be used fortlte TDD Lobe valid. M aTmss Dwign Englneenng(i.e.5pedaltyEl line design a ibe single Tmss depicted on the TOD only, under TPI4. The design assu rponslblllty of the Ovmer, the Ovinefa eeflwdzed agent or the Bullding Designer, In the hn rinvin- the Ownnla nathodbOd anent mrthe Buildina Deslane, in the Conte# of We Tmss Rm1Tn-v. Me TDD and the or Engineeris NOTthe of the Tmss �A-1 S aT rrwa...SSEmx A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 Truss Truss Type Al2G I SPEC 1ty I. 2y I US/13/2U19 2549 1 Ta 976 riall 4�'�'r T�-r T t-f'02#� fi0 -802 I P 1I I �, �1 1' 2' 1'41 Y 1 3'14 3'1'4 2'81 2'895 Y992 Z) 19'4- -}- 16, i 17'4" ]--10'5"11 1-Z 1 8713 -i- 127- i 18`1118 52'8" i 1 H f2] Loading Criteria (ys0 Wnd Criteria Code / Misc Criteria De0/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc Udell L#t Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Sid: 2014 VERT(LL): 0.409 G 999 360 Lee R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.826 W 762 3V Z 4968 P /- 12843 /1945 /662 BCDL: 10.00 Risk Category: ll FTIRT:10(0)/10(10) HORZ(LL): 0.163 F - - Al 5129 /- !- /2873 /1945 I- EXP: D Kzl: NA Plate Type(s): HORZ(TL): 0.272 F - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 it WAVE, HS Creep Factor. 2 Z Brg Width = 8.0 Min Req = 2.1 NCBCLL: 0.00 TCDL: 5.0 psi Max TC 0. CSI: 0.840 At Brg Width Min Req = 2.1 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.547 Bearings Z & Al re rigid surface. are Spacing: 24.0 " MWFRS Parallel Dist: > 2h p re Bearings Z $ Alrequire a seat plate. C&C Dist a: 5.27It Max Web CSI: 0.890 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: NA Wgt: 865.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00.0531.15 A-B 39 -28 I-J 1564 -5800 Lumber Plating Notes B-C 1935 -4499 J-K 1400 -4878 C - D 1789 -4362 K - L 1289 -3655 Top chord 2x4 SP #2 :T1, T3, T5 2x4 SP M-30: All plates are 3X4 except as noted. D - E 1691 -3909 L - M 1693 -4539 Bot chord 2x8 SP 24001-1.8E E - F 1692 -4574 M - N 1703 -4497 Webs 2x4 SP #3 :W6 2x4 SP #2: Loading G 1360 3757 N - O 16-456 :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: Live loads applied in Combination per ASCE 7 sec. 2.4.1 use 0.7F f or foj MI1i O - P 1638 -4362 :Lt Level Return 2x4 SP #3: live loads. :Rt Level Return 2x4 SP #3: H -1 1564 -5800 P - Q 39 -28 Truss checked for 300# movable Concentrated load along Top Chord, between Bracing 0-0-0 to 52-8-0, nonconcurrent with design gravity loads. Maximum Bot Chord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on member. Purlins Chords Tens.Comp. Chords Tens. Comp. Nallnote In lieu of structural panels or rigid telling use purlins to brace all BaWVC @ Z520c,1629 U -T 4039 -1325 Nail Schedule:0.131"x3", min. nails all BC @ 24" oc. Y- X 4500 -1585 T - S 4039 -1325 Top Chord: 1 Row @10.25" o.c. Collar -tie braced with Continuous lateral bracing at 24" oc. or rigIN eMng. 4500 -1585 S - R 3862 -1358 Bot Chord:1 Row @12.00"o.c. W-V 3797 -1302 R-P 3853 -1353 Webs :1 Row @ 4"o.c. Wind V-W 3797 -1302 Use equal spacing between rows and stagger nails Wind loads based on MWFRS with additional C&C member design. in each row to avoid splitting. Maximum Web Forces Per Ply (Ibs) (1) 1/2" bolts may be used for Additional Notes Webs Tens.Comp. Webs Tens. Comp. (2) 0.131'x3', min. nails on The Bottom Chord Only. Theihorizontal i maximumreaction is 662# A-Z 0 0 AD-J 911 -218 WARNING: Furnish a copy of this DWG to the installation contra6a Specla Ore209 AD-AE 679 -339 Special Loads must be taken during handling, shipping and installation of WssPps_�e 1730 657 J AE 293 1124 —(Lumber Dur.Fac=1.25 I Plate Our.Fac=1.25) "WARNING"note below. Y-E 695-1885 AE-K 1564 -406 TC: From 86 plf at -2.14 to. 86 plf at 54.81 E - W 602 -709 AE-AF 516 -828 TC: From 75 plf at 22.96 to 75 plf at 31.71 AA. W 663 -239 U - M 436 -519 PLT: From 45 plf at 19.33 to 45 plf at 35.33 AA- F 658 -238 K -AF 545 -351 BC: From 20 plf at 0.00 to 20 plf at 52.67 TC: 411 lb Conc. Load at 23.00,31.67 AA -AB 123 -100 AF- L 587 -900 TC: 307 lb Conc. Load at 24.00,30.67 F -AB 623 -937 AF-AG 102 -143 TC: 340 lb Conc. Load at 26.00,27.33.28.67 G -AB 569 -374 L -AG 619 -248 PLT: 95 It, Conc. Load at (22.00,20.27), (24.00,20.27) G -AC 1498 -350 AG- U 622 -248 (30.67,20.27).(32.67,20.27) AB -AC 469 -707 T-U 4133 -1559 PL - 1194 It, Conc. Load at (23.00,20.27)[0.0 deg] AC- H 250 -1078 M - S 243 -246 PL--1194It, Conc. Load at(31.67,20.27)[0.0 deg] AC -AD 733 -301 S-0 273 -66 H -AD 850 -187 O - R 175 -374 I -AD 194 -841 AH- Q 0 0 "WARNING- Please Nomvghly review the W1 ROOF TRUSSES ('SELLER'). GENERAL TERMSaad CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form ��A-1 ROOF TRUSSES A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job I was 76454 A13 I cuss I ype SPEC 1q r"zIy I eon a,m is 2499 i 84"3 1222# 9 2# -602#} -602# -602# 122 2 � T 602# ; -602# , ° 02# "14 23' 8'8° 1� 3Y"4 3'1'4 2'9"13 2913 2815 2815 107"5 {- 127 "}- 18111"8 e5X8 1111.5X4 a5X8 G H I J K 52'8" 19'N' i 16, Loading Criteria (pan Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.8" MWFRS Parallel Dist: hto 2h C&C Dist a: 5.27 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T1, T3 2x4 SP M-30: Bat chord 2x8 SP 2400f-1.8E :B3 2x4 SP #2: Webs 2x4 SP 93 :W11 2x4 SP #2: :Lt Wedge 2x6 SP 42::Rt Wedge 2x6 SP #2: :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Nailnote Nail Schedule:0.131'x3", min. nails Top Chord: 1 Row @ 8.75" o.c. Bot Chord: 1 Row @12.00' o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Special Loads --(Lumber Dur.Fac=1.25/.Plate Dur.Fac=1.25) TC: From 58 plf at -2.14 to 58 pit at 10.35 TC: From 31 plf at -2.14 to 31 plf at 54.81 TC: From 58 plf at 10.35 to 58 plf at 20.96 TC: From 58 plf at 20.96 to 58 plf at 54.81 TC: From 75 plf at 22.96 to 75 pit at 31.71 PLT: From 46 plf at 19.33 to 46 plf at 35.33 BC: From 21 pit at 0.00 to 21 pit at 52.67 TC: 1222 lb Conc. Load at 23.00,31.67 PLT: 95 lb Conc. Load at (22.00,20.27), (24.00,20.27) (30.67,20.27), (32.67,20.27) Plating Notes All plates are 3X4 except as noted. DefIICSI Criteria PP Deflection in loc L/defl VERT(LL): 0.361 W 999 VERT(CL): 0.989 W 636 HORZ(LL): 0.157 U - HORZ(TL): 0.362 U - Creep Factor: 2.0 Max TC CSI: 0.984 Max BC CSI: 0.646 Max Web CSI: 0.755 Wgt: 870.8 Ibs 17.4" ♦ Maximum Reactions (Ibs) L/# Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL 312 AA 5065 P ' P 14094 /2498 /683 - AJ 5226 /- /- 14218 12559 /- - Wind reactions based on MWFRS AA Big Width = 8.0 Min Req = 2.1 AJ Big Width = 8.0 Min Req = 2.2 Bearings AA & AJ are a rigid surface. Bearings AA & AJ require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEWVer: 19.01.00.0531.15 A-B 40 -29 I-J 2235 -4722 Loading B - C 2146 -4467 J - K 2081 -4263 Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.7 f D or foiA% I 6 §13g �7 K - L 3710 -4605 live loads. E - F E - F 2136 -4641 L - M M - N 2120 2149 -4575 2149 -4575 Truss checked for 300# movable concentrated load along Top C}1or46 betwtm -3816 N - O 2198 -4637 0-0-0 to 52-8-0, nonconcurrent with design gravity loads. G - H 2121 -4347 O - P 2111 -4439 H-1 2235-4722 P-O 40 -29 Wind Wind loads based on MWFRS with additional C&C member desWnaxlmum Bat Chord Forces Per Ply (Ibs) Additional Notes Chords Tens.Comp. Chords Tens. Comp. The maximum horizontal reaction is 683# B - Z 3917 -1859 U - T 4109 -1932 WARNING: Furnish a copy of this'DWG to the installation contra-4tD?(SpeCi7A%r,,2251 T - U 4669 -2032 must be taken during handling, shipping and installation of trussYs-&a 4584 -2161 T- S 4109 -1932 "WARNING" note below. X-W 4584-2161 S-R 3930 -1858 W - V 4011 -1744 R - P 3921 -1852 V-W 4011 -1744 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins In lieu of structural panels or rigid ceiling use purins to brace TC @ 24" oc, BC @ 24" DO. A -AA 0 (1 1-AE 227 -412 C-Z 1709 -722 AE-J 455 -235 Z-D 984-2103 AE-AF 895 -330 D-Y 277 -351 J-AF 551 -1062 Y-E 622 -373 AF-K 1465 -757 E-W 655 -900 AF-AG 508 -828 AS- W 719 -306 U - M 527 -532 AB-F 714 -304 K-AG 548 -349 AB -AC 114 -93 AG-L 584 -699 F-AC '566 -906 AG-AH 104 -178 G-AC 555 -340 L-AH 636 -253 G-AD 1394 -721 AH-U 638 -251 AC -AD 436 -691 M-S 248 -334 AD-H 526-1012 S-O 266 -95 AD-AE WA -331 O - R 247 -390 'WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEDGMENT- form. only design parameters and read notes on Mle Truss Design Dmi Cli and the Specialty Engineer referenw sheet before use. Unless othemise stated on the TDD, only Alpine onnector plates shall be used forihe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an aoceptanee ofthe peassional engineering mponslbllity for Me design of the single Truss depicted on Me TDD only, under TPl-0. The design assumptions, loading conditions, suitabilityend use o/this Truss for any Building is the Iullding is Me responsibility of the OaOen Me canners authorized agent or the Building Designer, In the context ofthe IRC, Me IBC, lows Wading code and TPI-1. Theapprovalofthe .",,,,"¢inil'nn ofth"[ .r.IbnOun,ara-firedzed anent or the Buildino Deslaner. In the context of the IRC.Me IBC.local bulldma code and TPIA.. The approval of the TDD and any ileld danw. TPI4 defines the responsiblli0m, and duties parties involved. The Specialty Engineer is NOT Me Rvffrnj �0A-1 ROOF �TRtJ55E5 xnmwenwacnrrve A-1. Roof Trusses ,4451 St. Lucie Blvd. Fort Pierce, FL 34946 Truss Truss ` A13 SPECType1ty Ply 10611312019 2499 H -AE 396 -246 Al- Q 0 0 "WARNING" Please thoroughly review the °A-1 ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER(''BUYER") ACKNOWLEDGMENT° farm. 'edM design oamenetem and read notes on this Truss Deslan Dmwfna MM and the Soeda1N Enoineer reference sheet before use. Unless othenuse stated on the TDD, only Nnine a Conrad agreed upon In wilting by at parties Involved. The Spedalty Engineer is NOT the ea cleared In TPI-1. �m..nnw untlnn-nni& nN 0.1 nMTniaenn. A1110A•1 ROOF 0TRUSSES A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 a i yyv arq 11 oor mrm ra 76454 'A' 13A SPEC 1 2 2502 f 22- Va. -ii'+71 %�03'14�13} -602#2,802#280�# �- 64.3 -F 2 •{• 12'7.5 -�- 127 T -{ 18,111181-� e5X8 101.SX4 b;5X8 G' H I J K F t E AB AC AD B3 A AF r AH M a4X6 12 11 _5X6 16' N 0 6 C D ° a 1T m m D 1 N m5X6 B2 B ( ) 'e ( ) 013X m2X4 2%4 III2 4 013 3 P=5%6 B2 1 IP A a g• Z Y X W" "4X8T S R AJ 014X4(R) =6X6 "3X8 m8X8 111.5X4 1g•98 SEAT PLATE RED. SEAT PLATE RED. 52'8" 2 {' 19'4" 16 -) 17'4" -i 2 j Loading Criteria f ertl Wind Criteria Code I Misc Criteria Def11CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/defi L/# Gravity Nan -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): 0,288 W 999 36 Loc R+ / R- / Rh I Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.849 W 741 31 AA 4194 /- !- 13244 /1945 /662 BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.155 V - - AJ 4293 /- /- 13308 /1945 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.307 W - - Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE Creep Factor. 2.0 AA Big Width = 8.0 Min Req = 1.7 NCBDes C 0.000 : 0.00 TCDL: 5.0 psf Max TC CSI: 0.678 AJ Brg Width = 8.0 Min Req = 1.8 Load Du Load Duration: 1.25 BCDL: 5.0 psf ° Max BC CSI: 0.561 Bearings AN & AJ are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h to 2h Bearings AA & AJ require a seat plate. C8C Dist a: It Max Web CSI: 0.897 Loc. from endwawall: NA Maximum Top Chord Forces Per Ply (Ihs) GCpi: 0.18 Wgt: 868.0 lbs Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 19.01.00.0531.15 A-B 39 -28 I-J 1723 -3315 Lumber Puffin B-C 1�76152-3556 J-K 1380 -311% Top chord 2x4 SP #2 In lieu of structural panels or rigid ceiling use pudins to brace all gat RC @ Bot chord 2x8 SP 2400f-1.8E :B3 2x4 SP 42: f� &9-4148 all BC @ 24" oc. L - M 1625 -3626 Webs 2x4 SP #3 E - F 16BI -3553 M - N 1688 .3639 :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: Collar -tie braced with continuous lateral bracing at 24" DO. or rigid cg�ing. 1319 -2854 N - O 1681 -3698 :Lt Level Return 2x4 SP #3: Wind G - H 1434 -3123 O - P 1616 -3592 :Rt Level Return 2x4 SP 93: H - I 1723 -3315 P - O 39 -28 Wind loads based on MWFRS with additional C&C member design. Natlnote d Forces Per Additional Notes Chord Maximum BoBoTens.Comp.horChords Ply Ihs Nail Schedule:0.131"x3", min. nails Chords Tens. Comp. Top Chord: 1 Row @10.50" o.c. The maximum horizontal reaction is 662# Bol Chord: 1 Raw @12.00" o.c. WARNING: Furnish a copy of this DWG to the Installation contQt67SpeAl2l?al U - T 3269 -1326 Webs : 1 Row @ 4" o.c. must be taken during handling, shipping and installation of trussA- gee 4041 -1845 T - U 3785 .1549 Use equal spacing between rows and stagger nails "WARNING" note below. Y - X 3666 -1531 T - S 3269 -1326 In each row to avoid splitting. X - W 3666 -1531 S - R 3174 -1341 Special Loads W - V 3213 -1235 R - P 3167 .1338 V-W 3213-1235 --(Lumber Dur.Fac =1.25 I Plate Dur.Fac. 1.25) TC: From 86 plf at -2.14 to 86 plf at 54.81 Maximum Web Forces Per PI Ibs ( TC: From 75 plf at . to 75 plf at . 31 TC: From 75 plf at 31.04 04 to 75 plaat 3131.71 71 Webs Tens.Comp. Webs Tens. Comp. PLT: From 45 plf at 19.33 to 45 plf at 35.33 A -AA 0 0 1-AE 292 -258 BC: From 20 pit at 0.00 to 20 plf at 52.67 C - Z 1427 -625 AE- J 284 -334 TC: 701 lb Core. Load at 23.00,31.67 Z- D 889 -1&51 PLT: 95 Ib Conc. Load at (22.00,20.27), (24.00.20.27) 185 AE-AF E-A 552 -385 (30.67,20.27), (32.67,20.27)-AF D - Y 883 J 5-668 Y - E 568 -330 AF- K 923 -494 Plating Notes E-W 608 -835 AF-AG 479 -776 All plates are 3X4 except as noted. AB- W 688 -302 U - M 462 -520 AB-F 686 -302 K-AG 528 -334 Loading AB -AC 112 -92 AG-L 561 -872 Live loads applied In combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple F -AC 546 -850 AG-AH 96 -143 live loads. G-AC 532 -325 L-AH 622 -237 Truss checked for 300# movable concentrated load along Top Chord, between G -AD 873 -493 AH- U 624 -236 0-0-0 to 52-8-0, noncencurrent with design gravity loads. AC -AD 414 -673 M - S 244 -274 AD-H 354 -631 S-O 227 -139 AD-AE 507 -379 O-R 180 .301 "WARNING" Please thoroughly review the°A-1 ROOF TRUSSES(•SELLER', GENERAL TERMS and CONDITIONS CUSTOMER('BUYER•) ACKNOWLEDG TENT'form. Very design parameters and read notes on his Truss Design Donning (TDD) and the Slonda y Engineer reference sheet before use. Unless otherwise stated on the Me, only Alpine connedor plates shall be used forthe TOO be valid. Asa Tress Design Engineering tie. Spetlalry Engineer), the seal on any MD represents an acceptanm of the professional engineering responsibility for the design of the single Tress depicted on the TOO only, under TPI.1. The design assumptions, loading conditions, sullabllity and used this Truss for any Building Is, s the A-t ROOF Building is tie responsellly, of the Owner, the Owners authored agent or the Building Designer, In the context of the IRC, the IBC, Most building code and TPI-1. noopprovalof the TRUSSES responslblBy of the Owner, the Owners authorized agent or the Building Designer, In the contextofthe IRC, Me IBC, Most building code and TPI-1. The approval ofthe Too and any field r.awia.wnns..ae. use of the Truss, Induding handling, storage, Installation and bracing shall be the responsibility, of the Building Designer and Contradar. Allnotessetoutinthe TDDandthepr iwsand guidelines dine Building Component Safety bHornabon(BSCI) published by TPI and SBCA are referenced far general guidance. TPIA defines the responsibJities and dales ofthe Tress A-1 Roof Trusses Designer, Spedaly Engineerend Truss Manufacturer. unlessothereise defined bya Contradagneed upon rowelling byaApaNeshnolved. The Spetlaty Engineerla NOTlhe 4451 St. Lucie Blvd. Building DesgnerarTrees System Engine irof an, building. All osphalized leers ereas defined In TPI.1. CmuMMOM18 Al RMTn,xau-Remtl,Mlon MMUMvmmLL N wrvfmnM prMNtluJMNrMwiOan mmievnMM1 RMTnvxm.. Fort Pierce, FL 34946 Truss Truss Type A13A I SPEC Q PI fly 12y 06/132019 H -AE 247 -289 AI- Q 0 2502 0 —WARNING' Please thoroughly review the"A-1 ROOF TRUSSES ("SELLER'), GENERAL ere and read notes on this Tress Design Drawing (TOD) and the Specialty Engine ba used forthe TDD to be valid. Asa Truss Design Engineering (i.e. Spedagy En esign of the single Truss depleted on the Too only, under TP14. The design assur :Iblllty of the Owner. the Owners authodmal anent or the Building Deslaner. In the V ce sheet before use. Unless otherwise stated on the Too, only Alpine the seal on any Too represents an acceptance of the professional engineering loading conditions, suitability and use of this Truss for any Building Is the A.1R1313F E the IRC, the IBC, Ixal building node end TPI-1. The approval of the ,ATRUSSES IBC, lost building rude and TPI-1. The approval of the TOD antl eny gW namnnwmmn, signer and Contractor. All notes net out In the MD and the practices and eneralguldance. TPI-1 defrss the responslluniges and doges of the Truss A-1 Roof Trusses tIng by all parties Involved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. n Rn.nawens. Fort Pierce. FL 34946 Jon buss Imss type Lay rly ubns¢u1B 2533 76454 A14G SPEC I 1 1 3 I <�7 1 315# 1T112 iTd3g B'9' 14"" V TI-4f 29�13}Y91 122T11dS i 'r 11 �--5- -{-�} 13'11'8 } lint' 1611.8 05" 11.5x4 Q5x9 G H I J K H H } 19'4' i6'- + 1T4'-� 1 1 E 1'3 123R 569 45.6-7 Loading Criteria (part Wind Criteria Code I Misc Criteria De#/CSI Criteria ♦Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 COM PP Deflection in roc L/defl L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.525 W 999 36 Lee R+ / R- / Rh / RW / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 1.332 W 472 311 AB 8448 I- P 13021 /4064 I- BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.168 F - - AK 4016 /- !- /1701 /2056 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.431 F - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 20. AB Big Width = 8.0 Min Req = 2.5 NCBCLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0.789 Width = 8.0 Min Req. 1.5 Load Duration: 1.25 BCDL: 5.0 psf " Max BC CSI: 0.628 Be ing Bearings AS & AK are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings AS & AK require a seat plate. C&C Dist a: 5.27 it Max Web CSI: 0.914 Maximum Top Chord Forces Per Ply (Ibs) Loc. from NA Wgt: 1302.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpI: i: 0.18 Wind Duration: 1.60 VIEWVer. 19.01.00.0531.15 A-B 26 -19 1-1 939 -1697 Lumber - Purlins 8-C 2265 -4783 J-K 779 -1433 Top chord 2x4 SP #2 In lieu of structural panels or rigid ceiling use puriins to brace all P 9C @ c4 L- M 1145 -2335 Bot chord 2x8 SP 2400f-1.8E:B32x4 SP#2: all BC@24°oc. E-F 1198-2454 M-N 1059 -2119 Webs 2x4 SP#3:W2, W7, W82x4 SP#2: :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP 42: Wind F-G 893-1754 N-0 1092 -2163 :Lt Level Return 2x4 SP #3: Wind loads and reactions based on MWFRS. G - H 896 -1697 O - P 1112 -2223 :Rt Level Return 2x4 SP #3: H -1 939 -1697 P - 0 26 -19 Nailnote Additional Notes WARNING: Furnish a copy of this DWG to the Installation con''��kyAA1��aa�� .I i�gqtt,,��l1ord Forces Per Ply (Ibs) Nail Schedule:0.131"x3", min. nails must betaken during handling, shipping and installation of trussA�'0fensomp. Chords Tens. Comp. Top Chord: 1 Row "WARNING" note below. 12.0 " .c. Sot Chord: 1 Row @12.00" o.c. B -AA 4235 -1998 V - W 3258 -1506 Webs :1 Row @ 4"o.c. AA-Z 4271 -2014 U-T 1911 -957 Repeal nailing as each layer is applied. Use equal Z-Y 5932 -2740 T- U 2439 -1041 spacing between rows and stagger nails in each row Y - X 3492 -1657 T - S 1911 -957 to avoid splitting. X-W 3492-1657 S-R 1959 -975 Special Loads W - V 3258 -1506 R- P 1957 -972 -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) Maximum Web Forces Per Ply (Ibs) TC: From 96 pit at -2.14 to 96 pit at 5.00 TC: From 48 pit at 5.00 to 48 pIf at 7.00 Webs Tens.Comp. Webs Tens. Comp. TC: From 96 pit at 7.00 to 96 plf at 54.81 A -AB 0 0 I -AF 251 -170 BC: From 20 pit at 0.00 to 20 pIf at 5.03 AA- C 31-69-A J 25-170 SC: From 10 pit at 5.03 to 10 pit at 7.13 C - Z 3110 -1343 AF-AG 660 -629 BC: From 20 pit at 7.13 to 20 pIf at 52.67 TC: 315lb Conc. Load at 5.03 Z - D 402 -726 J -AG 163 -424 BC: 123 lb Conc. Load at 5.03 D - Y 1169 -2632 AG- K 574 -229 BC: 56931b Conc. Load at'7.13 Y-E 1784 -759 AG-AH 397 -909 E - W 884 -1920 U - M 361 -65 Plating Notes AC- W 834 -313 K-AH 5W -219 All plates are 3X4 except as noted. AC- F 833 -313 AH- L 365 -844 AC -AD 213 -93 AH-AI 105 -233 Loading F-AD 391 -883 L-AI 567 -193 Truss checked for 300# live and 0# dead movable load along Top Chord, G -AD 526 -226 AI- U 567 -193 non -concurrent with any other live loads. G -AE 576 -132 M - S 190 -379 AD-AE 251 -494 S-0 191 -126 AE-H 92 -425 O-R 94 -96 "WARNING" Please thoroughly review the W1 ROOF TRUSSES('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER") ACKNOWLEDGMENT' farm. Verify design Parameters and read notes on this Toss Design Donating (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid: As a Truss Design Engineering (i.e. Spedalty Engineer), the seal an any TOO represents an acceptance of the professional engineering responsibility for the design ofthe single Tmss depleted on the TDD only, under TPI-1. The design assumptions, loadlagoandltlons, sullabllltyand useofthis Tmssforany Building learn A-1 ROOF ITRUSSE9 Building is the msponslbilty ofthe Cwner, the Owners authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building cotle and TPl-1. Theapprovalofane responsibility of the Caner, the Owners authorized agent or the Bulking Designer, in the content of Me IRO, the IBC, local building code and TPI-1. The approval of the TDD and any geld car use plane Truss, including handling,storage, installation and bracing shall be the responsibility of the Building Designer and Confusion. All notes seloul In the TDD and the pmotloss and guidelines ofthe Building Component Safety lnformadon(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the maponsiblllms and those ofthe Toss A-1 Roof Trusses Designer, Specialty Engineer and Truss Manufaduiec unless otherwise defined by a Contract agreed upon In codling by ail paides involved. The Spedalry Engineer is NOT the 4451 St. Lucie Blvd. Bullding Designer or Truss System Engineer of any bustling. All capitalized terms are as defined heM-1. Gurvvb t02at6A-t RMTo- - RorrhawLnn M tliu Mnmwnt. in mvfmm, u nMiM1nM wi Ma u then nerrmsetra d&I RmrTnuc Fort Pierce, FL 34946 Truss Truss Type Qty I Ply 06/13/2019 A14G SPEC 1 3 AE-AF 658 -387 AJ-Q 0 H -AF 84 -282 2533 0 "WARNING- Please thoroughiyreviewthe"AA ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER")ACKNOWLEDGMEt Venfy design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Al""' connector plates shall Mused for the TDD to be valid. Asa Tmss Design Engineering Q.e. Spedalty Engineer), the seal on any TDD represents an a=pwnce of the professional eng I and SBCA are referenced for general guidance. TPI-1 defines the responslbilitles and dunes by a Contract agreed upon in writing by all prime involved. The Spedalry, Engineer is NOT the PmrTuava A41A-1 ROOF TRUSSES ♦aoavve ewnw A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job buss I rruse type I a 11 I r,y 76454 A15 HIPS 1 2 4 2soa 54 997r 14'9'TT-era'--1'. 4 %,T3fit4-a 4yy E24p �] E24# ♦ Ya'1a } 2'B'13� A441 01 eE47 PurE nEa. 4S4'14 �12P14 16' -I 174 FT -I Loading Criteria (p o Wind Criteria Code I Misc Criteria DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.342 Q 999 360 LOG R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.886 I 613 271 V 3530 /- /- /2265 M629 /687 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.138 I - - AE 3470 I• /- /2587 /1772 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.344 1 - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 20. V Br Width =- Min Re 9 q = - NCBCLL: 0.00 TCDL: 5.0 psf Max 7C CSI: 0.774 AE Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.668 Bearing AE is a rigid surface. Spacing: 24.0" MWFRS Parallel Dist: h to 2h Bearing AE requires a seat plate. C&C Dist a: 4.54 It Max Web CSI: 0.914 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: NA Wgl: 774.2 Ibs Chords Tens.Comp. Chords Tens. Camp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00.0531.15 A-B 1066-1753 H-1 1399 -2094 Lumber Loading B - C 1450 -2445 I - J 1518 -2517 Top chord 2x4 SP #2 Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.7 f Dtor for lti 896 J - K 1699 -2926 -3956 Bot chord 2x8 SP 2400f-1.8E :B2 2x4 SP #2: live loads. K - L 1582 -2809 E - F 1993 E-F 1993-30M 1539 -2-29 Webs 2x4 SP#3:W5, INS 2x4 SP #2: Truss checked for 300# movable concentrated load along Tap CG betty M- -� M - N 39 -29 :Rt Wedge 2x6 SP #2::Rt 9 Level Return 2x4 SP #3: 0-0-0 f 45-0-14, noncencument with design gravity loads. - H 9 G - H 1659 -2920 Bracing (a) Continuous lateral restraint equally spaced on member Nallnote Nail Schedule:0.131'x3", min. nails Top Chord: 1 Row @11.25" o.c. Shot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 86 pIf at 0.00 to 86 plf at 47.55 TC: From 75 pIf at 15.70 to 75 pIf at 16.36 TC: From 75 pIf at 23.78 to 75 plf at 24.45 PLT: From 45 pIf at 12.07 to 45 pIf at 28.07 BC: From 20 pit at 0.00 to 20 pIf at 45.41 TC: 419 lb Conc. Load at 15.74,24.41 PLT: 95 lb Conc. Load at (14.75,20.27), (16.75,20.27) (23.42,20.27). (25.42,20.27) PL - 1194 Ib Conc. Load at (15.74,20.27)[0.0 deg] PL --1194 lb Conc. Load at (24.41,20.27)[0.0 deg] Plating Notes All plates are 3X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Purllns In lieu of structural panels or rigid ceiling use purlins to brace all ryl�garjply Forces Per CR,orrYs�f`e''ns. Ply (Ibs) Tens. Camp. eno.r 6, all BC @ 24" oc. bmp. Chords Collar -tie braced with centinuous lateral bracing at 24" oc. or dgidedfling. 318 -278 Q - R 3454 -2152 U - T 1566 -739 Q - P 2567 -1238 Wind T-S 1133 -672 P-O 2475 -1242 Wind loads based on MWFRS with additional CBC member desSn.T 1133 -672 O-M 2467 -1236 Left end vertical exposed to wind pressure. Deflection meets L/35U. Q 2567 -1238 Additional Notes Maximum Web Forces Per Ply (Ibs) The maximum horizontal reaction is 687# Webs Tens.Comp. Webs Tens. Comp. WARNING: Furnish a copy of this DWG to the installation contraAtorySpeci48Waa667 Z- G 213 -313 must be taken during handling, shipping and installation of trussW, F*e 1706 -919 Z -AA 337 -311 "WARNING" note below. U - B 594 -1138 G -AA 422 -469 B-T 818 -262 AA-H 652 -5B7 W-T 269 -85 AA -AB 257 -327 W-C 269 -85 R-J 488 -711 W • X 98 -185 H -AB 307 -224 C-X 367 -484 AS-1 379 -509 D - X 293 .218 AB -AC 147 -88 D - Y 787 -629 1-AC 394 -124 X - Y 338 -566 AC- R 395 -124 Y - E 451 -567 J - P 428 -221 Y-Z 250 -331 P-L 255 -121 E-Z 325 -419 L-O 230 -298 F-Z 351 -262 AD- IN 0 0 "WARNING- Please thoraughly review the "A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ,adr" daalnn na,a t- and rand nnlac nn lhlq Tn- Daninn OY norm[ and the SnecIBIN Enaineer reference Sheet before use. Unless othera an e, I use NI -Taint. needng he A ROOF 1e 1. - �TRU55E5 rem nro rom A-1 Roof Trusses and Truss upon in writing by all pates rimbn of -1 Frar Tru aa. 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 Truss Truss Type A15A GABL Qty I Ply 1 06/13/2019 2602 Loading Criteria (Pse TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " F] 1120.14 Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt NA Mean Height: 25.00 fl TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 211 C&C Dist a: 4.54 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x8 SP 2400f-1.8E :B2 2x4 SP #2: Webs 2x4 SP #3 :W6 2x4 SP #2: :Rt Wedge 2x6 SP #2::Rt Level Return 2x4 SP #3: 95% 954 SEAT PLATE REn. 4SC14 Code / Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" D.C. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes All plates are 1.SX4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Doff/CSI Criteria PP Deflection in loc L/defl VERT(LL): -0.267 N 999 kJERT(CL): 0.749 V 726 HORZ(LL): 0.134 N - HORZ(TL): 0.296 N - Creep Factor: 2.0 Max TC CSI: 0.659 Max BC CSI: 0.544 Max Web CSI: 0.915 Wgt: 861.0 Ibs i-z-i 174- oI ♦ Maximum Reactions (Ibs) L/# Gravity Non -Gravity .tRO Loc R+ / R- / Rh / Rw / U / RL 271 AE 3007 /- /- /1851 /1259 /687 - BA 3054 /- /- /225811405 /- - Wind reactions based on MWFRS AE Brg Width =- Min Req = - BA Brg Width = 8.0 Min Req = 1.5 Bearing BA is a rigid surface. Bearing BA requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 JA-B 849-1534 J-K 1364 -1918 Wind B-C 891 -1530 K-L 1364 -1918 D 936 -1527 L - M 1364 -1918 Wind loads based on MWFRS with additional C&C member des 'Crt E 961 -1646 M - N 1074 -1667 Left end vertical exposed to wind pressure. Deflection meets L/390.F 1116 -1972 N - O 1189 -2095 F-G 1164-2005 O-P 1400 -2428 Additional Notes G - H 1181 -1975 P - Q 1393 -2488 See STD DETAILS for gable wind bracing requirements. H -1 1009 -1530 Q - R, 1309 -2431 WARNING: Furnish a copy of this DWG to the installation contralct4. SpechAldare1918 R - S 39 -27 must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AE-AD 318 -Z77 X-Y 952 -651 AD -AC 318 -277 W-V 2175 -1033 AC -AB 318 -277 V - W 2981 -1998 AB -AA 1372 -560 V-U 2175 -1033 AA-Z 1372 -560 U-T 2136 -1064 Z-Y 1372 -560 T-R 2130 -1059 Y-X 952 -651 Loading Live loads applied in Combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 45-4-14, nonconcurrent with design gravity loads. Purllns In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 24" oc, all BC @ 24" Do. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-AE 751 -1360 AS -AT 626 -491 A-AF 1489 -805 AU-AW 258 -534 AG-AH 1483 -796 AV-AW 625 -488 AI-AJ 1490 -798 L-AW 267 -315 AJ-AB 1440 -771 AW-M 505 -397 AB-E 237 -602 AW-AX 155 -341 E -AK 631 -273 W - O 490 -689 AL -AM 615 -265 M-AX 297 -171 AN-Y 659 -292 AX-N 280 -485 AO-Y 364 -69 AX-AY 135 -84 AO- H 341 -33 N -AY 426 -86 AO -AP 88 -146 AY-W 430 -90 H-AP 229 -496 O-U 408 -217 "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER C'BUYER') ACKNOWLEDGMENT' form. �A-t ROOF X: Ac 5E5 r.amwncwnv.Tmx A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 I was A15A I Wes h ype GAS L V ly 1 "y 2 vor h JrG.1. a zsoz I -AP 371 -214 U-Q 61 -120 1-AQ 636 -498 Q - T 196 -244 AP -AR 258 -534 AZ-S 0 0 AR -AU 258 -534 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B-AF 138 -109 AM-G 96 -119 AD -AG 125 -100 Z-AN 86 .132 C-AH 124 -155 AQ-J 83 -114 AC -AI 133 -151 AR -AS 62 -84 D -AJ 65 -123 AT- K 42 -44 AK-F 103 -141 AU -AV 32 -24 AA -AL 94 -123 "WARNING" Please thoroughly review Me -A-1 RO 'edty design parameters and read notes on the Truss Design onneowr plates shall be used for Me TOO to be valid. As a Ti ssponslbiliry, for Me design of the single Truss depicted on to TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. r reference sheet before use. Unless othewlse stated on the TDD, only Npine m 1.1nn& 0.1 Rmr Tr — and TPIA. The approval of Me All rates set out In Me MD and ofihe Truss �aA4 HOOF ♦ruswacasorwtwv A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type City Ply 06/13/2019 2643 7645,t A15G ATIC 1 1 1 2 95# 954 954 954+ 2-�6'8'�2-y 20' -{ 31.5X4 a5X6 50'8- i 17'4' 1 PT 2' 2-0-13, 784# 3027024 16' 1T4• j-T-{ Loading Criteria (ps0 Wind Criteria Code I Misc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Sid: 2014 VERT(LL): 0.478 T 999 360 Lac R+ I R- / Rh I Rw I U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C 4ART(CL): 1.347 T 449 302 AD 9187 1- /- 12208 /3687 1615 BCDL: 10.00 Risk Category: II FT/RT:10(0)I10(10) HORZ(LL): 0.227 T - - AE 4019 1- /- /2449 /1883 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.639 T - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 it WAVE, HS Creep Factor. 2.0 AD Br g Width = 8.0 Min Req = 3.8 NCBCLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0.889 AE Brg Width = 8.0 Min Req = 1.7 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.877 Bearings AD & AE are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Bearings AD & AE require a seal plate. C&C Dist a: 5.07 it Max Web CSI: 0.963 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 it Wgt: 803.6 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration:1.60 VIEW Ver: 19.01.00.0531.15 A-B 3081-7711 H-1 1218 -2338 Lumber Purling; B-C 2178-5261 I-J 1475 -3527 Top chord 2x4 SP 42:T1, T2 2x4 SP M-30: In lieu of structural panels or rigid ceiling use puriins to brace all �i JC @ f1c� Bot chord 2x8 SP 2400f-1.8E :133 2x4 SP #2: all BC @ 24" oc. E - F 1224 -2675 K- L 1580 -3347 L - M 1507 -3365 Webs 2x4 SP #3 :W5 2x4 SP #2: Collar -tie braced with continuous lateral bracing at 24" Go. or rigid Ogling. 1522 -2722 M - N 39 -28 :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: :Rt Level Return 2x4 SP #3: Additional Notes G - H 1522 -2722 BracingWARNING: Fumish a Copy of this DWG to the installation con i a1 must be taken during handling, shipping and installation of wss. ord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on member. "WARNING" note below. ors Tens.Comp. Chards Tens. Comp. Natlnote A-W 6837-2717 R-Q 2962 -1296 W - V 6781 -2699 Q - R 3983 -1698 Nail Schedule:0.131"x3", min. nails V-U 4609 -1892 Q-P 2962 -1296 Top Chord:1 Row @12.00"o.c. U-T 4609-1892 P-0 2970 -1313 Bot Chord:I Row @11.25"o.c. Webs : 1 Row @ 4" o.c. T - S 4223 -1609 0 - M 2965 -1309 Use equal spacing between rows and stagger nails S -T 4223 -1609 in each row to avoid splitting. Maximum Web Forces Per Ply (Ibs) Plating Notes Webs Tens.Comp. Webs Tens. Comp. All plates are 3X4 except as noted. W-B 2186 -713 Z-H 740 -452 Loading B-V 905-2434 Z-AA 392 -1129 Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple V - D 1790 -653 R - J 409 -570 live loads. D - T 845 -2006 H -AA 688 -269 BC storage loading; LL = 30.00 pat; DL = 0.00 psf; from 174-0 to 33.4-0. X - T 1168 -312 AA- I 423 -1100 X - E 1152 .304 AA -AB 96 -247 Mechanical Unit Loads Supported by this Truss X - Y 218 -100 1-AB 857 -197 At Truss Unit Unit Supporting E-Y 410-1128 AB-R 873 -205 X-Loc Piece Lbs. Width Trusses F-Y 700 -261 J-P 291 -452 21.00 TC 189.0 2.00 2 F -Z 501 -442 P - L 69 -109 Truss checked for 3004 movable concentrated load alongTo Chord, between p Y-Z -342 180 -200 0-0-0to 50-8-0, noncencument with design gravity loads. G- Z 294 -342 294 AC- N 0 0 AC- Wind Wind loads based on MWFRS •`P/ARNING- Please thoroughly mAinathe"A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. only design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the Too, only Apine 'the Bulltling Designer and Contractor. AI notes setout In the TOO end the pn referenced for general guidance. TPI-1 defines the responslbilides and dales Imad upon in w hng by all parties Involved. The Specialty Engineer is NOT the nmtT,uavm. ��iRUSSE5 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 I was I russ I ype A16G HIPS Vly I My I U011J/LU10 2626 Loading Criteria burl TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " �145`�j%iTT IT-r-�T'1'T�.1,142Tar; 2L'lij Mt rza$1<17W14f T 1 Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.54 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30: Bol chord 2x8 SP 2400f-1.8E:B2 2x4 SP #2: Webs 2x4 SP #3 :W5, W6 2x4 SP #2: :Rl Wedge 2x6 SP #2::Rt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FTIRTAO(0)110(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Nailncte Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 8.50" D.C. Bat Chord: 1 Row @12.00" o:c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. D8f11C81 Criteria PP Deflection in loc L/defl VERT(LL): 0.281 1 999 '�`ERT(CL): 1.136 1 478 HORZ(LL): 0.1361 - HORZ(TL): 0.431 1 - Creep Factor. 2.0 Max TC CSI: 0.885 Max BC CSI: 0.825 Max Web CSI: 0.945 Wgi: 774.2 Ibs IE sFATR aza FY1 n•4 ♦ Maximum Reactions (Ibs) L#I Gravity Non -Gravity 360 Loc R+ / R- / Rh / Rw / U / RL 271 V 4737 A /- /3881 /1098 /687 AE 4430 /- /- /3872 11212 /- - Wind reactions based on MWFRS V Big Width =- Min Req = - AE Big Width = 8.0 Min Req = 1.8 Bearing AE is a rigid surface. Bearing AE requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 853 -2389 H-1 1055 -3194 Loading B-C 1165 -3396 I-J 1192 -3496 18 J - K 1494 -3939 Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.78 f-�tor fo5�lt live loads. K-L 13-3 E-F 1504-4648 L-M 1308 -3684 Truss checked for 300# movable concentrated load along Top Cpor� betwgXp _q�g M - N 39 39 -21 -21 0-0-0 to 45-4-14, nonconcument with design gravity loads. G - H 1221 -3862 Purlins In lieu of structural panels or rigid ceiling use puffins to brace all (y1�x�ygte Forces Per CRo Ply 6mphord all BC @ 24" oc. s�f`e'ns. dap. Chords Tens. Comp. s. Collar -tie braced with continuous lateral bracing at 24" oc. or rigidedling. 320 -278 0 - R 4430 -2247 U - T 2148 -543 0 - P 3474 -1034 Wind T-S 1662 -665 P-O 3257 -1064 Wind loads based on MWFRS with additional C&C member des@rt T 1662 -665 O - M 3246 -1059 Left end vertical exposed to wind pressure. Deflection meets L/3k..0 3474 -1034 Additional Notes Maximum Web Forces Per Ply (Ibs) Special Loads The maximum horizontal reaction is 687# Webs Tens.Comp. Webs Tens. Comp. -(Lumber Dur.Fac. 1.25 / Plate Dur.Fac. 1.25) WARNING: Furnish a copy of this DWG to the Installation ran orySpeci TC: From 86 plf at 0.00 to 86 plf al 47.55 tra/{t gWng0l Z - G 801 -266 TC: From 75 plf at 15.74 to 75 plf at 24.41 must betaken during handling, shipping andinstallation oftrussW,&e 2345 -768 Z-AA 1171 -296 PLT: From 45 plf at 12.07 to 45 pit at 28.07 'WARNING" note below. U - B 567 -1537 G -AA 346 -1032 BC: From 20 plf at 0.00 to 20 pif at 45.41 B - T 1202 -260 AA- H 1427 -479 TC: 411 lb Conc. Load at 15.74,24.41 W -T 181 -236 AA -AB 374 -259 TC: 307 lb Conc. Load at 16.74,23.41 W - C 180 -238 R - J 491 -782 TC: 340 lb Conc. Load at 18.74,20.07,21.41 W _ X 97 -259 H -AS 265 -280 PLT: 95 lb Conc. Load at (14.75,20.27), (16.75,20.27) (23.42,20.27), (25.42,20.27) C - X 480 -432 AB-1 480 -443 D-X 260 -280 AB -AC 202 -93 Plating Notes D-Y 1622 -497 1-AC 314 -220 All plates are 3X4 except as noted. X - Y 363 -535 AC- R 318 -218 Y-E 358-1172 J-P 476 -218 Hangers l Ties Y-Z 1007 -231 P-L 281 -94 (J) Hanger Support Required, by others E - Z 994 -340 L - O 195 -421 F- Z 289 -808 AD- N 0 0 -WARNING- Please thoroughly review Ne"A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT° form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Spedalty Engineer rehearse sheet before use. Unless otherwise stated on the TDD, only Alpine corrosion plates shall be used for the TDD to be valid. As a Truss Design Engineering O.e. Spetlalty Engineer), the seal an any TDD represents an acceptance of the professional engineering � responsibility for the design of the single Truss depleted on the TDD only, under TPIIno design assumptions, leading conditions, suitability and use of this Truss for any Building is the _ A.I ROOF Building is the responsibility ofthe Owner, the Owners auglodzed agent orele Building Designer, In the context of the IRC, the IBC, local building code and TP1.1. TheapprovaloftheTRUSSES responsibility of the Owner, the Owners authorized agenlor Me Building Designer, In the content of the IRC, the IBC, lawl building code and TPl-1. Theapprovalofthe TDOand any geld Aruam.Tdw use of Mention, Ind ing handling, storage, Installation and basing shall be the responsibility of the Building Designer and Convenor. All notes set out In the TDD and the predime and guidelines of the Building Component Safety lMormal(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responslblifies and duties of the Truss A-1 Roof Trusses Designer, Speellly Engineer and Truss Manufasturer, unless otherwise defined by a contrast agreed upon In writing by all parties Involved. The Spetlalty Engineer is NOT the 4451 St. Lucie Blvd. Building Desigrwrornos System Engineer of any building NI rapialized terms ere es defined In TPI-1. GmxNM1tO'1n1fi A-IRmf Tn,cw-RnrvM,tlm,NMiaNnmwntNmvfmm. urwhihNNM tiwwillmmmJa NA-1RMTuwv. Fort Pierce, FL 34946 Jon I WEB Imss type Qry Illy U6/13r2u19 76454 B01G HIPS 1 2 2974 297#/ 297#+ 29]p+ 297#+ 297g` 297#++ 297#/ 29]#y 29]111653#+ --7'0.12-�- 2'T2'T2'T2'-T2'Tr T 2' T 2't 2' --WIN I^- 7' 20' We --� II a ss6X6( "3X3j o6X8 a3X4 -H0308 III ®5X10 D E F 'G H 2549 SEAT PLATE REG. H2'-I R O P O N M a1.5X4 a4X6o4X4 EMX10e06 111.51 -7,0.6Z0"6 1 ,1'10'B'Jr12 Ski ga#Y Bfi#+ 864' 86# 864' 88# 864' 88# 86#='---54# Loading Criteria tpsft Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Open Clear BCDL: 10.00 Risk Category: II EXP: D Kzb NA Des Ld: 55.00 Mean Height: 25.00 it NCSCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: O to hl2 C&C Dist a: 3.35 ft ' Loc. from endwall: Any GCpi: 0.00 Wind Duration: 1.60 Top chord 2x4 SP M-30 :T3 2x4 SP 2400f-2.OE: Bot chord 2x6 SP 42 Webs 2x4 SP 43 :Lt Slider 2x4 SP#3: BLOCK LENGTH = 1.500' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @10.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 96 pif at -2.14 to 96 pif at 7.00 TC: From 48 pif at 7.00 to 48 pif at 27.00 TC: From 96 plf at 27.00 to 96 plf at 36.14 BC: From 20 pif at 0.00 to 20 pif at 7.03 BC: From 10 pif at 7.03 to 10 pif at 27.00 BC: From 20 pif at 27.00 to 20 pif at 33.54 TC: 297 lb Cone. Load at 7.06, 9.06,11.06, 13.06 15.06,17.06,19.06,21.06,23.06,25.06 TC: 653 Ib Conc. Load at 27.00 BC: 534 lb Conc. Load at 7.03 BC: 86 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06.21.06.23.06,25.06 BC: 107 It, Conc. Load a126.94 BC: -54 lb Conc. Load at 27.00 SEAT PLATE REG. 2'5'8 Code I Misc Criteria, D& ICSI Criteria ♦ Mulmum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in Ice Udefl LI# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.403 G 998 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used:.No VERT(CL): 0.503 G 800 240 S 4033 /- /- /- /3075 /- FT/RT:10(0)/10(10) HORZ(LL):-0.174 I - - - V 4074 /- !- /- /4024 Plate Type(s): HORZ(TL): 0.192 1 - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 S' Brg Width = 8.0 Min Req = 2.4 Max TC CSI: 0.830 V Brg Width = 8.0 Min Req = 2.4 Max BC CSI: 0.952 Bearings S & V area rigid surface. Max Web CSI: 0.691 Bearings S & V require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 408.E Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00.0531.15 A - B 33 -29 G - H 3687 -4419 Loading B-C 2755 -3584 H-1 3378 -3314 2728 3553 J 3432 3371 Truss checked for 300# movable concentrated load along Top c:�Corpg be MM -44a3 J - K 19 - 17 0-0-0 to 33.6-8, nonconcurrent with design gravity loads. E-F 3687 -4418 K-L 41 -3636 Furies F-G W87-4418 In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc, all BC @ 24" oc. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Cont Chords Tens. Comp. Wind B-R 3107.2380 O-N 2854 -2906 Wind loads and reactions based on MWFRS. R - Q 3114 -2383 N - M 2854 -2906 Left and right bottom chords exposed to wind. Q - P 3114 -2383 M -J 2860 -2918 P - O 4478 -3491 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS enry desion Darametels and mad notes an Nis Truss Deslon Dr ina(I and the Soeclalor Enameer referen shall beused oaring tl.e. opatmay orgineen, me seal on an TPI-1. The design assumptions, loading Condit melding Designer, In the content d me II the or, in the contea of the IRC, the IBC, local buil i responsibility of Vie Building Designer and C 'I and SBCA are referenced for general guldan by a Cont act agreed upon In wining by eII par re as defined In TPI.1. MvilWv,#h.-hrnre,misvi-dM 1R-T.i.ne. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-S 0 0 0-H 1815 -905 D-R 326 -128 M-H 215 -38 D-P 15W-1234 T-U 0 0 P-E 677 -625 U-K 0 0 E-O 8 -230' U-L 3 -3 G-0 584 -683 TPIA defines Me responsibilities and duties evolved. The Speualy Engineer is NOT Me lineenng 1. "lu ROOF SSES TRUSSES �eTRU55E5 Bold A-1 Roof Trusses and TN 59 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 'IWas hues type Wry rry ull.o,ao,a 76454 B02 COMN 1 1 2553 � a•s•e F s•1r { e•r-� 05X8 101.5X4 E4Xfi aaX4 ba5X8 D E F G H 12 T 8 p T e (a) (e) IC7X6 r n aa5X8C III, SX4 J a7X8(++) B K 1113X3 5�4 tl' ®3X3A '3X3 U 5 a R 3 B2 P O g=X8 �3X4 e3X6 N aa3X4 XMV Zo m6X6 1;A SEAT PLATE RED. SEAT PLATE RED. 33'6"8 2'5.8 �{ Loading Criteria (pep Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category:.11 EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 fl NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MI Parallel Dist: 0 to h/2 C&C Dist a: 3.35 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 :B2 2x4 SP #2 Webs 2x4 SP #3 :W 1, W7 2x6 SP #2: :W2 2x4 SP #2: :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Code I Mise Criteria Code: FBC 2017 COM TPI Std: 2014 ' Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0.0-0 to 33-6-8, nonconcument with design gravity loads. Purling In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 2,V oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right bottom chord exposed to wind. Dell Criteria ♦ Maximum Reactions {Ibs) PP Deflection in loc L/defl L1# Gravity Non -Gravity VERT(LL): -0.227E 999 360 Loc R+ / R- / Rh / Rw, / U -/ RL IktRT(CL): 0.326 E 999 240 T 2114 /- /- 11774 /1542 /344 HORZ(LL):-0.080 M - - X 2163 /-' /- /2374 /1641 /- HORZ(TL): 0.124 M - - Wind reactions based on MWFRS Creep. Factor: 2:0 T Brg Width = 8.0 Min Req = 2.5 Max TC CSI: 0.640 X Big Width = 8.0 Min Req = 2.8 Max BC CSI: 0.897 Bearings T & X are a rigid surface. Bearings T & X require a seat plate. Max Web CSI: 0.969 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 201.61be Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 112 0 G-H 5192 -3284 B - C 624 -631 H - 1 4408 -2986 C - D 4561 -3039 I - J 741 -453 D- E 5271 -3323 J- K 124 0 E-F 5271 -3322 K-L 83 -15 F - G 5271 -3322 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp T - S 2528 -3444 P - O 2530 -3555 S - R 2612 -3715 O - N 2530 -3555 R-0 2612-3715 N-M 2090 -2715 Q - P 3299 -4693 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-U 0 0 P-H 1001 -1498 B-T 5% -553 H-N 519 -646 T - C 3859 -2876 N - I 616 -979 C - S 560 -407 I - M 3256 -2660 D-S 572 -767 J-M 958 -614 D- Q 1002 -1357 V- W 0 0 E-Q 469 -598 W-K 1 -1 Q-G 223 -174 W-L 16 -10 G - P 510 -554 -WARNING"• Please thoroughly review the "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER")ACKNOWLEDGMENT° any design parameters and mad notes on this Truss Design Drawing (MO) and the Specialty Engineer reference sheet before use. Unless.therwise stated on the TDD, only Xpine trnecter plates shall be used forthe JDD to be valid. As a Tmss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the prefessi.nal engine sponslbllityfor the design of the single Truss depicted on the TDD only, underTPl-1. The design assumptions, loading wrinklons, svltablllly and ues ofthla Tress for any Building Is the Woos is Me responslbllityof the Owner, the Ownees authorized agent or the Building Designer, In the cone. of the IRC, the IBC, local building code and TPI-1. The approval ofthe m mintymtheewnar. tow ownela aumndzed.sentorthe Buildino Declarer. inthe contendofthe IRC. the IBC,towl bulldinocode and TPI-1. The approval ofam TDD end any fala All notes set Wt In the TDD and the pro I defines the maNnsibllWes and dutes ,ad. The Specialty Engineer is NOT the A-i'ROOF -NTRUSSE5 Am cePI v A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 400 1 1FUSS buss type Vty Fly Ub/13/2U19 76454' B03G HIPS 1 2 2541 T d 1 974# 27 276# Dfiq 276# ]276# 276# 974# --7,6.6 2'0"6 r i 2, + 2, 11'121"46 1'11.4i 276 2,2, i 2, 2712'016 7,0,6� o HOS10 a3X4 a1105f0 e3X4 seH0510 aD E F G IT2 H vu M�� _P�AAPI 01, i irAlmim WX6(E1) 63X3 A t Loading Criteria (Pa0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D. Kzt: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.40 ft Lac. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP M-30: Bat chord 2x6 SP 42 Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP#3: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: :Rl Level Return 2x4 SP #3: Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 9.00" o.c. ' Bat Chord: 1 Row @12.00" o.c. Webs .: i Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ----(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -2.14 to 96 plf at 7.00 TC: From 48 plf at 7.00 to 48 plf at 27.00 TC: From 96 plf at 27.00 to 96 plf at 36.14 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 pif at 7.03 to 10 plf at 26.97 BC: From 20 plf at 26.97 to 20 plf at 34.00 TC: 974 lb Cone. Load at 7.03,26.97 TC: 276 lb Cone. Load at 9.06,11.06,13.06,15.06 17.00,18.94.20.94,22.94,24.94 BC: -123 Ito Cone. Load at 7.03,26.97 BC: 107 lb Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 "WARNING" Please thoroughly revlew the "A-1 Me use of the P O N M L n3X3 = 7X6 a3X8 ®7X8 13X3 -123# 1074 10]M Ion 10]# 107p ion 10]N 10n 1074 -123# a7X6(E1)- K %3X3 S1� 4'd SEAT PLATE RED. T T Code I Mlsc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): -0.515 F 792 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: No VERT(CL): 0.471 F 866 240 Q 4140 /- /- /- /4466 /- FT/RT:10(0)/10(10) HORZ(LL):-0.125 D - - S 4140 /- /- /- /4466 /- Plate Type(s): HORZ(TL): 0.128 D - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 Q Brg Width = 8.0 Min Req = 2.4 Max TC CSI: 0.871 S Brg Width = 8.0 Min Req = 2.4 Max BC CSI: 0.926 Bearings Q & S are a rigid surface. Bearings Q & S require a seat plate. Max Web CSI: 0.760 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 411.6 lbs Chards Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 33 -29 F-G 5377 -4747 Loading B-C 4155 -3678 G-H 4926 -4337 4126 4126 -3646 H - I 4126 -3646 Truss checked for 300# movable concentrated load along Top 0-0-0 to 34-0-0, noncencurrent with design gravity loads. 4ing be be' -4337 I - J 4155 -3678 E - F 5377 -4747 J - K 33 -29 Purlins In lieu of structural panels or rigid ceiling use purlins to brace all R"�p AebEhord Forces Per Ply (Ibs) all BC @ 24" oc. ChordAens.Comp. Chords Tens. Comp. Wind B - P 3184 -3627 N - M 4393 -4986 P - 0 3179 -3593 M - L 3179 -3593 Wind loads and reactions based on MWFRS. O - N 4393 -4986 L -J 3184 -3627 Left bottom chord exposed to wind. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Q 0 0 N-G 460 -508 D - P 498 -77 G - M 836 - 770 D - 0 1484 -1706 M - H 1484 -1706 O-E 836 -770 L-H 498 -77 E-N 460 -508 R-K 0 0 F - N 449 -431 GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. ally Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine ioedaltv Enalneerl, the seal on anv TOO represents an acceotanee of the orofesslonal ennineenno the Building Desloner. In In MAd Rot Tmasea. TPI-1 defines the responslhlliues and dutles of the Truss Involved, The soeclalhr Enalneer is NOT the ,64ST Ussrs Aruaaoncparo"n,o" A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Iwas Imss Iype 1.1q rly vor mra la 76454 B03GA COMN 1 4 2530 40W TOE( -709# 7 -709Nl 117Q 70N 70 70W TOg# -709# 70 -709# TO -70N �2712-}-Y9.124-2'31}T3.1� 1'5 Yit Tt'10 2,9'I T 2,8,7 f 2,3-112'3.1-(•--2'7.4-2T-4 i 10'1'90 SEAT PLATE REQ. SEAT PLATE REQ. r 18'3.8 18 Byy 2'yy 2'yy _2' 2'yy181yyy...2.. yy2.00.7 td5dB#31U 31�313`1 293� d000p293�293311 ' Loading Criteria loop Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.315 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.591 M 677 240 R 13783 /- /- 14046 f7609 /- BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL):-0.079 J - - S 26873 /- /• 18010 /15652/- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.146 J - - Wind reactions based on MWFRS Des Ld: 55.0b Mean Height: 25.00 ft WAVE, HS Creep Factor. 2.0 R .Big Width = 8.0 Min Req = 2.9 NCBCLL: 0.00 TCDL: 5.0 psi Max TC CSI: 0.8 S erg Width = 8.0 Min Req = 5.6 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI; 0.889 Bearings R & S are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearings R & S require a seat plate. C&C Dist a: 3.35 ft Max Web CSI: 0.982 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any Wgt: 1122.8 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 - VIEW Ver. 19.01.00.0531.15 A-B 19 -17 E-F 5776-10713 Lumber Loading B-C 3339 -6114 F-G 5776 -10713 Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Truss checked for 300# movable concentrated load along Top or be � -6795 G - H 5738 -10354 :T3 2x6 SP 2400f-2.0E: 0-0-0 to 33-6-8. nonconcurrent with design gravity loads. -8M7 H -1 6306 -108W Bot chord 2x8 SP 2400f-1.8E Webs 2x4 SP #3 :W4, W8 2x4 SP #2: Purllns Maximum.. Sot Chord Forces Per Ply (Ibs) , :W6 2x10 SP #2: In lieu of structural panels or rigid ceiling use purlins to brace all Qof90TUs,Gpmp. Chords Tens. Comp. :Lt Wedge 2x8 SP 2400f-1.8E: :Rt Wedge 2x8 SP 2400f-1.8E: all SC @ 24" oc. B - O 5428 -2958 M - L 9185 -5080 :Lt Level Return 2x4 SP #3: Wind Q - P 5448 -2969 L - K 9536 -5533 P-0 6118-3323 K-J 9536 -5533 Nallnote Wind loads and reactions based on MWFRS. O - N 6118 -3323 J -1 9546 -5543 Nail Schedule:0.131'x3", min. nails Right bottom chord exposed to wind. N - M 8440 -4571 Top Chord: 1 Row @12.00" o.c. Bot Chord:2 Rows @ 3.00" o.c. (Each Row) Blocking Maximum Web Forces Per Ply (Ibs) Webs : 1 Row @ 4" o.c. Full Height Blocking reinforcement required to Webs Tens.Comp. Webs Tens. Comp. Repeat nailing as each layer Is applied. Use equal prevent buckling of members over the bearings: spacing between rows and stagger nails in each row bearing 2 located at 32.88' A - R 0 0 E - M 3699 -1962 to avoid splitting. Q - C 451 -784 F - M 203 -45 In addition, apply (1) 0.22"-0.25" min/max dia. X 6.0" Additional Notes C - P 836 -441 M - G 2113 -1135 length wood screw at each joint location. • WARNING' A reaction exceeds 20000 Ibs. P - D 109 -175 G - L 2769 -1633 (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The maximum concentrated load is 14609# D - N 3757 -2017 _ 1 L - H 454 -249 The Bottom Chord Only. N = E 1714 -3174 H - J 741 -708 Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 96 plf at -2.14 to 96 plf at 33.54 BC: From 20 plf at 0.00 to 20 pit at 18.29 BC: From 10 plf at 18.29 to 10 plf at 33.54 BC: 14546 lb Conc. Load at 18.29 BC: 3134 lb Conc. Load at 20.00,22.00,24.00 BC: 2933 lb Conc. Load at 26.00,28.00,29.51,31.51 BC: 1067lb Conc. Load at 28.00 Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. "WARNING- Please thoroughly review the"A.1 ROOF TRUSSES f'SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEDGMENT"rorm. Verity design parameters and read notes on this Truss Design craving (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall bra ss used for the TDD to be valid. As a TluDesign Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance ofthe professional engineering responsibility forth. design of the sIr la Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss far any Building isthe A.ROOF Building is to responsibility of the Owner, the Oemers authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPl-1. TEeepprovalofthe STRUSSE5 respansibliity of the Over, the Owners authorized agent or the Builtling Designer, In the context of the IRC, the IBC, local building mtle and TPIA. The approval ofNe TDD and anyfieid ARwwommaanoa use ofthe Truss, Including handling,storage, Installation and bracing shall be to responsibility of the Bulltling Designer and Contractor. Allnotessetoutlnthe TDDandthepmaee$and A-1 Roof Tiv$$e$ guidelines ofthe Building Component Safety Information(BSCIn published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss Designer, Specialty Engineer and TmssManufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. Building Designer or Truss systemEngineerof any bulking. Al capitalized terms are as defined In TPl-1. ln"f,,,.m, ihamwin-fl. iv-1mi„emAARonfTnimen. Fort Pierce, FL 34946 Job Truss Truss Type Qty I Ply 06/13/2019 76454' B04 HIPS 1 1 2619 T lT i. 9' 1 16' i9' —� %7E(R) NFX3 X7X66(R) SEAT PLATE REO. SEAT PLATE RED. f-- 2' --{ Loading Criteria 1pap Wind Criteria TCLL: 20.00 Wind-Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph. BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: It EXP: D Kzt: NA Des. Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel, Dist: O to hl2 C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 Bot chord 2x4 SP 2401 2x4 SP M-30: Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: At Level Return 2x4 SP #3: Code I Misc Criteria Code:FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Lot FT/RTA0(0)I10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 8-9-0, nonconcument with design gravity loads. Purilns In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc, all BC @ 24" so. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. DeB/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): -0.249 F 999 36( IkSRT(CL): 0.368 F 999 24( HORZ(LL):-6.070 L - - HORZ(TL): 0.119 1 - - Creep Factor: 2.0 Max TC CSI: 0.783 Max BC CSI: 0.760 Max Web CSI: 0.583 Wgt: 186.2 Ibs VIEW Ver: 19.01.00.0531.15 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") Verity design parameters and read notes on Mis Truss Design Drawing (TDD) and the Spedalty, Engineer reference sheet before use. Unless otherwise stated on connecter plates shall be used for Me TDD to be valid. As a Truss Design Engineering (i.e. Season, Engineer), the seal on any TDD represents an amepu nce c responsibility for the design of the single Tmss depleted on the TDD only, under TPl-1. The design assumptions, baling conditions, suitability and use of INS Tm )— 2' —{ ♦Maximum Reactions (Ibs) . Gravity Non -Gravity Loc R+ / R. / Rh / Rw / U I RL B 2143 P /- /2360 /1588 1341 S 2143 /- /- /1801 /1549 /- Wind reactions. based on MWFRS B Brg Width = 8.0 Min Req = 2.0 S Brij Width = 8.0 Min Req = 1.8 Bearings B & S are a dgid surface. Bearings B & S require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 67 -1 F-G 5456 -3418 B - C 4WI -3785 G - H 4741 .3063 C - D 4619 -3267 H -1 4740 -3205 D - E 4698 -3153 I - J 4874 -3559 E-F 545B-3418 J-K 67, -1 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - P 3049 -3755 N - M 2795 -4015 P - O 3053 -3938 M - L 2795 -4015 O - N 3053 -3938 L - J 2715 -39W Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Q 0 0 N-G 988 -1238 D-P 317 -317 G-L 670 -1034 E-P 774 -987 L-H 441 -199 E-N 898-1325 R-K 0 0 F-N 700 -804 es ly Alum Onal engineering �_ 11, is the A - ROOF I val otthe ATRUSSE9 aril any gall repupea aria A-1 Roof Trusses of tha Truss all be Me responsibility of the Building Designer and contractor. All notes set out In me TDD end 0e p ad by TPI and SBCA are referenced for general guidance. TPI-1 defines Ne responsibilities and duti , defined by a Contract agreed upon In vatting by all pares Involved. The specialty Engineer is NOT 0. 1 4451 St. Lucie Blvd d s termare es defined in TPI-1. I. ii.ihnM WIhnN IM wnnan na nii.ilm M0.10.mf.Tnnw.a., Fort Pierce, FL 34946 es ly Alum Onal engineering �_ 11, is the A - ROOF I val otthe ATRUSSE9 aril any gall repupea aria A-1 Roof Trusses of tha Truss all be Me responsibility of the Building Designer and contractor. All notes set out In me TDD end 0e p ad by TPI and SBCA are referenced for general guidance. TPI-1 defines Ne responsibilities and duti , defined by a Contract agreed upon In vatting by all pares Involved. The specialty Engineer is NOT 0. 1 4451 St. Lucie Blvd d s termare es defined in TPI-1. I. ii.ihnM WIhnN IM wnnan na nii.ilm M0.10.mf.Tnnw.a., Fort Pierce, FL 34946 all be Me responsibility of the Building Designer and contractor. All notes set out In me TDD end 0e p ad by TPI and SBCA are referenced for general guidance. TPI-1 defines Ne responsibilities and duti , defined by a Contract agreed upon In vatting by all pares Involved. The specialty Engineer is NOT 0. 1 4451 St. Lucie Blvd d s termare es defined in TPI-1. I. ii.ihnM WIhnN IM wnnan na nii.ilm M0.10.mf.Tnnw.a., Fort Pierce, FL 34946 Job . Truss, Iwas type Ury rry Ubnmm3s 2521 76454 B05G HIPS 1 1 2 1 ' 974# 27 2764 27 276# 7 276# 2]6 2764 27fi 970 -Tore 206 2., r �2.11' i 2,2.,p. 208 ].0'6 'I 20' OH0710 -3%4 aH0570 ss3X4 MH0710 D E T2 F G M H T ,2 Lw a7%B(E3\SX6 1 p3X3A K\3%3 s P 0 02 BN ZVj,"1p-7X8fEI) S O •zb 19tl 11131 o7M 318 .7X8 M3X3 11!Ijr r SEAT PLATE REQ. SEAT PLATE REQ. I- 2' -I H2-1 T 0 1 -123# 10]# 1074 107# 107# 1WN 101 107# 101 10]N _123# Loading Criteria (con, Wind Criteria Code I Mlsc Criteria DefilCSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/de8 L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.508 F 802 360 Loc R+ / R. /Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.504 F 810 240 Q 4720 /- F /- /4837 /- BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.118 D - - S 4720 /- P /- /4837 /- EXP: D Kzt: NA Plate Type(S): HORZ(TL): 0.121 D - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2 Q Br Width = 8.0 9 Min Req = 2.8 NCBCLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0. 0.671 S Big Width = 8.0 Min Req = 2.8 Load Duration: 1.25 BCDL: 5.0 psf " Max BC CSI: 0.794 Bearings Q & S are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings Q & S require a seat plate. C&C Dist a: 3.40 ft Max Web CSI: 0.821 Maximum Top Chord Forces Per Ply (Ibs) Loc. from Birdwell: Any Wgb 411.6I S Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00.0531.15 A-B 33 -29 F-G 5932 -5623 Lumber Purlins B-C 4523-4257 G-H 5437 -5134 Top 2x4 SP M30:T2 2x4 SP 2400f-2.OE: In lieu of structural or rigid ceiling use to brace all t C (a� '�f/c$� -4225 H J � chord panels pudins Bot chord 2x6 SP #2 :B2 2x6 SP 2400f-2.0E: all BC @ 24" oc. E - F 5932 -5623 -4257 J - K 33 -29 Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Wind :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS. Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. ' Chords Tens. Comp. Left bottom chord exposed to wind. :Rt Level Return 2x4 SP #3: p B - P 3697 -3953 N - M 5203 -5W7 Naflnote P-O 3691 -3918 M-L ', 3691 -3918 Nail Schedule:0.131"x3", min. nails O - N 5203 -5507 L - J 3697 -3953 Top Chord: 1 Row @ 9.00" o.c. Bot Chord: 1 Row @12.00" o.c. Maximum Web Forces Per Ply (Ibs) Webs : 1 Row @ 4" o.c. Webs Tens.Comp. Webs Tens. Comp. Use equal spacing between rows and stagger nails in each row to avoid splitting. A - Q 0 0 N - G 545 -551 (1)112" bolts may be used for D-P 521 -89 G-M 984 -959 (2) 0.131'1 min. nails on D - O 1848 -1944 M - H 1848 -1944 The Bottom Chord Only. O - E 984 -959 L - H 521 -89 Special Loads - E-N 545 -551 R-K 0 0 F-N 537 -533 -(Lumber Dur.Fac. 1.25 / Plate Dur.Fac =1.25) TC: From 96 plf at -2.14 to 96 plf at 36.14 ' BC: From 20 plf at 0.00 to 20 plf at 34.00 TC: 974 lb Conc. Load at 7.03,26.97 TC: 276 Ib Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 BC: -123 lb Conc. Load at 7.03,26.97 Si 107 lb Conc. Load at 9.06,11.06,13.06,15.06 17.00,18.94,20.94,22.94,24.94 Loading Truss checked for 300# movable concentrated load along Tap Chord, between 0-0-0 to 34-0-0, nonwricurrent with design gravity loads. •`WARNING^ Please thoroughly review the"A-i ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT form. Verify design parameters and read notes on this Truss Design Drawing(TDO) and the Spetlalty Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine -_-- - connectorplatesshallbeusedfortheTDOtobevalid. Asa Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibllity forthe design of the single Truss depicted on the TDD only, underTPl-1. The design assumptions, loading conditions,suitability and use of this Truss far any Building is the ROOF E�A•A-1 ROOF Building is the responsibility Mote Owner. the owners authorized agent or the Building Designer, In the content of the Ii the IBC, local building code and TPI-1. Theappmvaloftim 1 responsibility of the Owner, the Owners authorized agent cram Building Designer, In the content of the IRC, the IBC, brat building code and TPl-1. Theapprovalofthe TDDandanylleld r.cw``rrrrc Mr use of the Truss, Including handling,storage, Installation and baring shall be 0e responsibility, ofthe Building Designer and Contractor. AllnotessetcutlntheMDandthep .sand A-1 Roof Trusses guidelines of the Building Component safety lydormation(BSCI) published by TPI and SECA are referenced forgeneml guidance. TPI-1 defines the responsibilities and doges of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all bodes Involved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. Building DeagnerorTmss System Englneer of any building. All r ipitalized termshlere as defined in TPI-1. fmm�nM®'trio bl FmlTn,aaaa-RanrtNutlim MMvcdm,mnM.In anvin,m.la runhirM vnlMwl lha wiXnn rrmmipginr,MA-1 RmITn,xv_r. Fort Pierre, FL 34946 Job 76454 Truss Truss Type Qty I Ply B06 HIPS 1 1 U6/13/2U19 2613 i 9'i 16' i 9' �I 17XE6(R) 103FX3 87X6(R) SEAT PLATE RED. SEAT PLATE RED. 2' --' T 0 to X3 I Leading Criteria (pap Wind Criteria Code I Misc Criteria De0/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Sid: 2014 VERT(LL): -0.249 F 999 360 Loc R+ I R- / Rh l Rw I U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C V15RT(CL): 0.368 F 999 240 B 2143 I- 1- 12360 /1588 /341 BCOL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.070 L - - S 2143 /- /- 11801 /1549 /- EXP: D Kzl: NA Plate Type(s): HORZ 0.119 1 - - (n-) Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2 Brg Width = 8.0 Min Req = 2. NCBCLL: 0.00 TCDL: 5.0 psf CSI: 0.783 Max TIC CSI: S Brg Width = 8.0 Min Req = 1.8 S Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.760 Bearings B & S are a rigid surface. Spacing: 24.0 ° MWFRS Parallel Dist: 0 to hl2 Bearings B & S require a seat plate. C&C Dist a: 3.40 ft Max Web CSI: 0.583 Maximum Top Chord Forces Per Ply (Ibs).. Lac. from endwall: not in 9.00 Wgt: 186.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00.0531.15 A-B 67. -1 F-G 5456 -3418 Lumber B-C 4801 -3785 G-H 4741 -3063 C - D 4619 -3267 H -1 4740 -3205 Top chord 2x4 SP M-30 D - E 4698 -3153 I - J 4874 -3559 Bat chord 2z4 SP 2400f-2.0E :132 2x4 SP M-30: E - F 5456 -3418 J - K 67 -1 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Rl Slider 2x6 SP #2: BLOCK LENGTH = 1.500' Maximum Bat Chord Forces Per Ply (Ibs) :Lt Level Return 2z4 SP #3: Chords Tens.Comp. Chords Tens. Camp.. :Rt Level Return 2x4 SP #3: B - P 3049 -3755 N - M 2795 -4015 Bracing P-0 3053-39M M-L 2795 -4015 (a) Continuous lateral restraint equally spaced on member. O - N 3053 -3938 L - J 2715 -3938 Loading Maximum Web Forces Per Ply (Ibs) Truss checked for 300# movable concentrated load along Top Chord, between Webs Tens.Comp. Webs Tens. Comp. 0-0-0 to 8-9-0. nonconcurrent with design gravity loads. A-Q 0 0 N-G 988 •1238 Purlins D-P 317 -317 G-L 670 -1034 In lieu of structural panels or rigid ceiling use purling to brace all flat TC @ 24" oc, E - P 774 -987 L - H 441 -199 all BC@24'cc. E-N 1i96-1325 R-K 0 0 F - N 700 -804 Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. --WARNING- Please lharoughly review the°A-i ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT` farm. only design parameters and read notes an this Truss Design Drawing (TOD) and rue Specialty Engineer reference shed before use. Unless olhdwise stated on rue TOD, only Alpine arrester plates shall be used for Me TOO to be valid. As a Tmss Design Engineering (i.e. Spedally Engineer), the seal on any TDD represents an acceptance of the professional engineering means ibllity far the design of rue single Truss depicted an the TOD only, under TP1-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ullding is rue responsibility of the Owner, the Owners authorized agent or the Building Designer, In the content Of Me IRC, rue IBC, local building code and TPI-1. The approval of the isponslbilityef the Owner, the Owners authorized agent orthe Building Designer, In rue cone def the IRC, the IBC, local building com and TPI-1. The approval of the TDD end any geltl °a arrna T,,,ea "w,ni",. handll"n .—nn Inotnnanno vrd h—iine shall ha Ma raamnaihlliN of the aaildled Desioner and Cortfai ai mtes set out in Me TOO and ibe amctices end upon nt Mt RmrTruvw. of the Truss �N-A-1JIOOF GaTRUSSE6 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 l russ I mss type Qry rly um lofm ra C01 I EJAC 1 1 , 2651 Loading Criteria roar, TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12'4 13 o5X6 SEAT PLATE RED. 8'1.2 I I-2 —I Wind Criteria WindStd: ASCE7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP:.D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 lost BCDL: 5.0 pat MWFRS Parallel Dist: h/2 to It C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bol chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code / Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300#,movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, noncencurrent with design gravity loads. In lieu of structural panels or rigid ceiling use purling to brace all Sat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. I I Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PIP Deflection in loc L/defl L/# Gravity Nan -Gravity VERT(LL): 0.027 D 999 360 Loc R+ / R- /Rh / Rw / U / RL WRT(CL): 0.082 C 999 240 B 1230 /- /- /1077 1447 /488 HORZ(LL):-0.012 H - - H 1040 /- A 1784 1608 /- HORZ(TL): 0.052 C - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.820 H Brg Width =- Min Req = - Max BC CSI: 0.739 Bearing B is a rigid surface. Bearing B requires a seat plate. Max Web CSI: 0.523 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 105.0 Ibs Chords Tens.Coni Chords Tens. Comp. VIEWVer: 19.01 00053115A-B 66 -1 D-E 643 -1254 B - C 894 -1658 E - F 661 -1130 C-D 727-1544 F-G 1 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1300 -1095 I - H 582 -501 J-1 582 -501 Maximum Web Forces Per Ply (III Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 F-H 776 -901 D-J 620 -568 G-H 270 -459 J-F 763 -434 'WARNING" Please thoroughly review the "A4 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEUGMtN I"torn Orly design paameune and read notes on this Truss Design Drawing (TDD) and the Speculty Engineer reference sheet before use. Unless otherwhe stated on the TDD, only Alpine dnnedor plates shall be used for Ne TDD to ba valid. As a Truss Design Engineering ill.e. Spec elty Engineer), to seal on any TDD represents en eorapuiroa of the prefesslonadenginee ing ....n"... �a.,e.a.d"".aren.l""1. 1—Annln<tl nn On. Tnn nnlu„ntler Told. Thwtlnslnn assmm�llnns. Inxtlinofnntliliens. suitablllN and use&thls Truss for anv Buildino l5 the 1 Deagnerand Conlactoc All notes sel ou[ In tha TUD end the pa orgeromIguidamO. TPI-1 deMesihe responsibilities and duties i writing by all pates involved. The Spedalty Engineer Is NOT the MA-1 RWTn,xxnx. �6 A I ROOF A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job , 76454' Truss Truss type Qty My CO2 I EJAC 1 1 ueflolzu19 2606 Loading Criteria (pso TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" T Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: hl2 to h C&C Dist a: 3.00 it Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 2400F2.0E :T3 2x4 SP #2: Bot chord 2x4 SP 2400f-2.OE :132 2x4 SP #2: Webs 2x4 SP #3 :Ll Slider 2x6 SP#2: BLOCK LENGTH= 1.500' :Ll Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Bid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers l Ties , (J) Hanger Support Required, by others Loading Truss checked for 300# movable Concentrated load along Top Chord, between 0-0-0 to 18-1-2. nonconcunent with design gravity loads. Pudlns In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24' oc, all BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Right and vertical not exposed to wind pressure. Dof11CSl Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell L#I Gravity Non -Gravity VERT(LL): -0.023 D 999 360 Loc R+ I R- / Rh l Rw l U I RL B 1230 P P 11082 1419 1558 gtRT(CL): 0.117 C 999 240 HORZ(LL): 0.014 C - - H 1040 1- /- 1833 1569 P HORZ(TL): 0.077 C - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.857 H Big Width =- Min Req = - Max BC CSI: 0.411 Bearing B Is a rigid surface. Beadng B requires a seat plate. Max Web CSI: 0.572 Maximum Top Chord: Forces Per Ply (Ibs) Wgt: 109.21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 66 -1 D-E 328 -931 8-C 806-1593 E-F 356 -841 C-D 649-1484 F-G 1 -1 Maximum Bat Chord Forces Per Ply (Ibs) Chards Tens.Comp. Chords Tens. Comp. B - J 1250 -1099 I - H 394 -332 J -1 394 -332 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 F-H 769 -913 D-J 793 -759 G-H 180 -403 J-F 716 -396 "WARNING- Please Noroughly revl.the"A-1 ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER°) ACKNOWLEDGMENT fort �� RIUSS6ES A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 job Iuss Iuss type Uty ery uunaaUgB 2607 76454 CO3 EJAC 1 1 T SEAT PLATE MO. la•e F--T--i Loading Criteria (pap Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in lot Udell L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.080 C 999 360 Loc R+ I R- / Rh I Rw I U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C kiERT(CL): 0.213 C 999 240 B 1230 /- /- /1079 /386 /629 BCDL: 10.00 Risk Category: II FTIRTAO(Op10(10) HORZ(LL):-0.055 C - - H 1037 I- P 1873 /558 /- EXP:.D Kzt: NA Plate Type(s): HORZ(TL): 0.144 C - - Wind reactions based on MWFRS Des Ld: 55.00 Mean Height: 25.00 ft WAVE, HIS Creep Factor. 2. B Bg Width = Min Req = 1.5 NCBCLL: 0.00 TCDL: 5.0 Pat Max TC CSI: 0.924 H g Width= - Min Req= - i Load Duration: 1.25 BCDL: 5.0 psi " Max BC CSI: 0.335 Bearing B is a rigid Surface. Spacing: 24.0 MWFRS Parallel Dist: h12 to h Bearing B requires a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.824 Maximum Top Chord Forces Per Ply (Ibs) Loc. from not in 9.00 Wgt: 113.4 IDS Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 .18 i: Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.19 A-B 66 -1 D-E 371 -1027 Lumber B-C 661 -1557 E-F 409 -1006 C - D 436 -1398 F - G 5 -10 Top chord 2x4 SP 2400f-2.0E :T3 2z4 SP 42: Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP #2: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' Chords Tens.Comp. Chords Tens. Comp. :Lt Level Return 2x4 SP #3: B - J 1147 -959 1- H 177 -157 Bracing J -1 177 -157 (a) Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply (Ibs) Hangers/Ties Webs, Tens.Comp. Webs Tens. Comp. (J) Hanger Support Required, by others A - K 0 0 F - H 820 -928 Loading D-J 826 -797 G-H 43 -259 J - F 1046 -699 Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcument with design gravity loads. Purlins In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" Go, all BC @ 24' Do. " Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. -WARNING- Please thoroughly review the -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMEfJT'form. , only design parameters and read notes on Me Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless promise stated on the TDD, only Npine snnectarplatesshallMusedforthe TDDtabavalid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering �_ !sponslbllity for the design ofthe single Truss depleted on Me TDD only, under TPl4. The design assumptions, loading conditions, suitability and use of this Truss for any Building is Me A-1 ROOF ullding is Me responsibility of the O.vner, the Owner's authorized agent or Me BullMng Designer, In Me mntea of the IRC, Me IBC, local building rode and TPI-1, Theappmvalofthe 0TRUSSES sponslbllity of Me Owner; the Owners authorized agent orthe Building Designer, In the mnteq of Me IRC, the IBC, local building mete and TPI-I. Theapprovalofthe TDDandany feltl �treaincmou wx se ofthe Truss, including heading, storage. Installation and bating shall be to responsibility of be Building Designer and Conbuser. Allnotessetout In Me TDDendthep dimaend uidelines ofthe Building Component Safety Information(BBC]) published by TPI and SECA are referenced for general guidance. TPI-1 defines Me resionsbilides and duties ofthe Truss A-1 Roof Trusses resigner, Specialty Engineer and Twee Manufaeturey unless otheWse earned by a Contract agreed upon In wnWg by of panes involved. The Spetialty Engineer is NOT Me 4451 St. Lucie Blvd. ulking Designator Truss Systemaglneerdt bullding. Nlesplialtradlermaareaedefnedln TPl-1.. Fort Pierce. FL 34946 Job 76454' Truss I WSS Type CO3A SPEC uty 6 I Fly Ubn3(1u19 2608 Loading Criteria (psp TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 ° nor P1 ERod Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt NA Mean Height: 25.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 ,T2 2x4 SP M-30: Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FTIRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcument with design gravity loads. Pudins In lieu of rigid ceiling use pudins to brace BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. V4 DeBICs Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): -0.076 G 999 36C Loc R+ / R- ! Rh / Rw 1 U I RL B 1230 1- !- /1070 /394 /614 kq-:RT(CL): 0.210 G 999 24C HORZ(LL):-0.075 H - - I 1040 /- /- /890 /575 P HORZ(TL): 0.188 H - - Wind reactions based on MWFRS Creep Factor. 2.0 B Big Width = 8.0 Min Req = 1.6 Max TC CSI: 0.969 I Brg Width = - Min Req = - Max BC CSI: 0.298 Bearing B is a rigid surface. Bearing B requires a seat plate. Max Web CSI: 0.418 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 109.2 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01 A.0205.19 A-B 66 =1 E-F 385 -1027 B-C 708-1611 F-G 72 -226 C-D 502-1494 G-H 121 -191 D - E 367 -1150 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-K 1248-1014 J-1 681 -561 K-J 681 -561 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. A-L 0 0 F-I 835 -1014 D - K 494 -528 I - H 259 -427 K - F 622 -255 -WARNING- Please thoroughly review the -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT° form. edN design wmmeters and read notes on this Truss Design Drawing(Too) and the goodish, Engineer reference sheet before use. Unless othemse slated on the TDD, only Alpina on In the wriest ofthe IRC; the IBC, local building code and TPIA. Tharp d the IRC, the IBC, local building wde and TPI-1. The approval of the MI he Building Designerond Conaactoc All notes set out In the TDD end the ARUSSES RmfT.— of Ibs Truss srunmsmwec.. . A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 I was I N55 l ype C04 EJAC 11y 1y I u="I ,4u,= 2609 Loading Criteria tpsn TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " T surrure aea I—z--I i' Wind Criteria Wind�Std: ASCE7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mead Height: 25.00It TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 WindDuration: 1.60 Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x4 SP 93 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code / Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers / Ties, (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0.0.0 to 18-1-2, nonconcument with design gravity loads. Purlins In lieu of rigid ceiling use purlins to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. DeBICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in too Udell L/# Gravity Non -Gravity VERT(LL): -0.097 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1230 b A /1078 /380 1644 FatRT(CL): 0.251 G 863 240 HORZ(LL):-0.050 G - - 1 1040 b /- 1901 /596 /- HORZ(TL): 0.108 G - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.970 1 Brg Width = - Min Req = - Maz BC CSI: 0.446 Bearing B is a•rigid surface. Max Web CSI: 0.418 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 109.21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 66 -1 E-F 336 -1028 B-C 654-1615 F-G 65 -226 C-D 453-1496 G-H 4 -2 D-E 318-1152 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-K 1249-1024 J-1 682 -571 K-J 682 -571 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp, A-L 0 0 F-I 851 -1016 D - K 493 -527 I - H 276 -427 K - F 624 -255 "WARNING" Please thoroughly re view the -A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT" loan. �A-/ ROOF TRUSSES PRduWf.Mwwvo" A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 Truss Imss type ury rly C05 EJAC 1 1 UDII SILO l a 2610 Loading Criteria (psp TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" IT SEAT PLATE REM Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D . Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL:,5.0 psf MWFRS Parallel Dist: h/2 to IT C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCpl: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 :T1 2x4 SP #2: Bot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code 1 Mist; Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FTIRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Purling In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc, all BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. He a DeflICS1 Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): -0.133 G 999 36C Loc R+ / R- / Rh / Rw I U / RL €q-:RT(CL): 0.366 G 594 24C B 1230 1- !- /1082 /413 /573 HORZ(LL):-0.067 G - - 1 1040 /- /- /844 1566 /- HORZ(TL): 0.164 G - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.972 1 Brg Width = - Min Req - - Max BC CSI: 0.446 Bearing B is a rigid surface. Bearing B requires a seat plate. Max Web CSI: 0.518 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 106.4 IDS Chords Tens.Comp. Chords Tens. Comp. VIEW Ver, 18.02.01A.0205.19 A-B 66 -1 E-F 453 -1029 B-C 762-1618 F-G 45 -227 C-D 569-1496 G-H 1 -1 D - E 436 -1152 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - K 1249 -1042 J -1 682 -595 K-J 682 -595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Connp. Webs Tens. Comp. A-L 0 0 F-I 886 -1016 D - K 488 -527 I - H 241 -427 K-F 624 -249 "WARNING" Please thoroughlyrevilm the "A-1 ROOF TRUSSES("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOVJLEDGMENrfono. Ferry design parameters and reed notes on the Troia Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherdse stated on the MD. only Alpine onnedor olates shall be used for the TDD to be valid. As a Truss Deslan Enalneenna (i.e. Sesdaltv Enalneerl. the seal on anv TDD represents an aceeptance of the professional enpineedna .WMWi W.0 . mnnlulrvi M bf RM Tn— 40-1�A-1 ROOF 0TRUSSE5 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Uty Fly ob/13/2U19 2607 76454 1 C06 I EJAC 1 1 A . T SEAT PLATE REQ. �-2'---j Loading Criteria (psp Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL:5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h/2 to h C&C,Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCph 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x6 SP #2 Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP 43: Code I Mlsc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcunent with design gravity loads. Purlins In lieu of structural panels or rigid ceiling use pudins to brace all gat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. 05X8 Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/deg L/# Gravity Non -Gravity VERT(LL): 0.038 J 999 360 Loc R+ / R- . / Rh / Rw / U / RL 1yrRT(CL): 0.113 C 999 240 K 1230 /- /- /1504 1734 /502 HORZ(LL): 0.011 D - - H 1040 /- /- /1165 /745 /- HORZ(TL): 0.061 C - - Wind reactions based on MWFRS Creep Factor: 2.0 K Brg Width-= 8.0 Min Req = 1.8 Max TC CSI: 0.863 H Brg Width = - Min Reg = - Max BC CSI: 0.997 Bearing K is a rigid surface. Bearing K requires a seat plate. Max Web CSI: 0.850 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 118.3 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 66 -2 D-E 1734 -1474 B - C 2679 .2941 E - F 1756 -1402 C-D 1831 -1689 F-G 1 -1 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1593 -2049 I - H 634 -859 J-1 634 -859 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp: A- K 0 0 F- H 1407 .1039 D-J 688 -647 G-H 252 -447 J - F 1335 -1745 -WARNING' Please thoroughly review the "A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS Cub IOMER("aUTGM) AGKNUWLtuIiMtN I"term Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use: Unless atheralse stated on the TDD, only Npine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Speclalty Engineer), theseal on any IDD moresentsan acceptance ofthe profemlonalengineering resoonslbllitv for the deaimn of the sinmie Truss depicted on the TDD only, under TPIA. The design assumptions, loading condldons, suitability and use of this Truss for any Building b the ad upon in writing by all parties I.I. naamca"ur of A-f Rm Tmuos. �E3 A+t ROOF TRD55E3 pawrocawnuimu A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 Truss Truss Type ury I Ply C07 I EJAC 1 1 U6/l3Vzul u 2604 Loading Criteria loan TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Tr SEAT PLATE REQ. )•--2'--- Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x6 SP #2: Bot chord 2x6 SP 2400f--2.0E :B2 2x6 SP #2: Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: 1019,11 i 737 1 tj Code I Mists Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in lot Udell L/# Gravity Non -Gravity TPI Sld: 2014 VERT(LL): 0.037 1 999 360 Loc R+ / R- / Rh / Rw / U / RL J 1230 1- /- /1483 /800 /431 Rep Factors Used: Varies by.Ld C VERT(CL): 0.102 C 999 240 FT/RT:10(0)/10(10) HORZ(LL):-0.015 C - - G 1040 /• I• /1122 /936 /- Plate Type(s): HORZ(TL): 0.055 C - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 J Big Width = 8.0 Min Req = 1.5 Max TC CSI: 0.885 G Brg Width =- Min Req = - Max BC CSI: 0.807 Bearing J is a rigid surface. Max Web CSI: 0.548 Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 119.71bs Chords Tens.Coni Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 66 -2 D-E 19a5 -1573 B- C 2288 -2679 E- F 2 -2 C - D 2012 -1730 Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcufrent with design gravity loads. Puriins In lieu of structural panels or rigid ceiling use pudins to brace all flat TO @ 24" Oct. all BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 1579 -2093 H - G 879 -1223 I - H 879 -1223 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J O, 0 E-G 1565 -1125 D - 1 555 -547 F - G 338 -504 I-E 1246-1630 -WARNING- Please thoroughly review the"A4 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT° fom1. lerly, design Promoters and read notes on this Truss Deolgn Qm Arg (TDD) and the Specialty Engineer referents sheet before use. Unless otherwise stated on the TDD, only Alpine contester plates shall be used for be TDD acceptance to be valid. Asa Truss Design Engineering(Le. Spedaily Engineer), 0e seal on any TDD represents an of the professionalnginee ering o csponsibilityfor the design of to single Truss depleted onto TDD only, under TP6l. The design assumptions, leading candiflons, suitability and use of Nis Truss for any Building is the �®A_11 R13OF Iulltling Is Me responsibility of the Owmer, the Owners authorized agent or Me Building Designer. In Me oontaid of the Inc, the IBC, loaf bulldIng rode and TPI-1. Theoppmvaloftim �TRU55E9 separability of the owner, the Owners authorized agent orthe Building Designer, In the ante# of the IRC, the IBC, local building code and TPI-1. Thor approval of the TDD end any field se of the Truss. Inducting handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contrast., Ali rotes setout In the TDD end the practices end uldelines ofthe Building Component Safety lnformatian(Bi published by TPI and SBCA are referenced far general guidance. TPI-1 defines the responsibilities and dales of Nor Truss A-1 Roof Trusses maigner. Specialty Engineerand Truss Manufacturer, unless otherwise defined by a Contrast agreed upon In wiling by all parties involved. The Spedalty Englneerts NOTNe 4451 St. Lucie Blvd. uiidingD egnerorTmss System Ergineerotar buiiding. All apitaf¢ed terms ere as defined in TPI-1. w,,,wraznte An RMTrucvq-R ern:,,,mm..mruti,m.lean�r,,,,,.i,r.exanmwwwrro rinw,r.r�u�,l„r�nn-t la.aTM,.-. Fort Pierce. FL 34946 Job I was I Russ I ype - uTy I Ply 76454 C08 EJAC 1 1 8'11'3 'f' 911'15 T IP 1 sal SEAT PLATE RED. 18'1"2 �-- 2' --{ Loading Criteria (pe0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCOL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 it NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall:not in 9.00 - GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2: Bot chord 2x6 SP 2400f--2.OE :B2 2x6 SP #2: Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Hangers I Ties (J) Hanger Support Required, by others Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies byLd FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Purlins In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc, all BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. DeRICSI Criteria PP Deflection in, loc Udell L/# VERT(LL): -0.061 C 999 361 VERT(CL): 0.109 C 999 241 HORZ(LL):-0.033 C - - HORZ(TL): 0.059 C - - Creep Factor. 2.0 Max TC CSI: 0.800 Max BC CSI: 0.625 Max Web CSI: 0.910 Wgt: 119.7 His 1111X91�TL7rTiR1PS�g0¢1•irSRH7 -WARNING-- Please thoroughlyreview rile"A-1 ROOFTRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER U6/13/2019 2601 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL K 1230 /- /- /1458 1853 /520 H 1040 P I- /1089 /9B4 P Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 H Brg Width =- Min Req = - Bearing K is a rigid surface. Bearing K requires a seal plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B . 66 -2 D-E 1897 -1409 B - C 2880 -2699 E - F 1747 -1226 C-D 1944-15W F-G 0 0 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1438 -1962 I - H 744 -1084 J -1 744 -1094 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 J-F 824 -1086 D - J 507 -492 F - H 1591 -1092 E-J 506 -646 G-H 177 -400 Al ROOF TRUSSES /.nwmncmN. A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 u aed agent or the Bulldog Designer, In the cannot of the IRC, the IBC, local building node and TPI4. The approval of the TDD and any➢eid Installation and bracing shall be to responsibllityof the BUlldng Designer and Contmddr. Nl notes set out In Ne TDD end rile pmdlcas and nfolmadon(BSCI)pubiishad by TPl and SBCAarereferenced forgeneral guidance. TPI-1 defines NemsponslbllldesaMdWesof Ne Tmss dadumr, unless othery se defined bya Contr d agmed upon In w Ung by ail paNes lnvohed. The Spedalty Engineer is NOT the elrybuilding_ Nl mpiWted tertnaereea defilletl NTPI-1. muw,w.,�l.roam,t�,,.l"mu,anmvmwtmewm."onmuuw�,u>t I:,.nT,�,�. Job 76454 Truss C09G truss type 1Ly I ly I uQ/ I,s"u Iu 2524 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" T 6EATRATE PEO. t8'1'2 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 fl TCDL: 5.0 psf BCDL: 5.0 psi MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE ,T2 2x4 SP M-30: Bat chord 2x6 SP #2 Webs 2x4 SP #3 :Ll Slider 2x4 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ----(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 96 plf at -2.14 to 96 plf at 7.00 TC: From 48 plf at 7.00 to 48 plf at 18.10 BC: From 20 plf at. 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 18.10 TC: 974 lb Conc. Load at 7.03 TC: 276 It, Conc. Load at 9.06,11.06 TO: 297 Ib Conc. Load at 13.06,15.06,17.06 BC: -123 Ib Conc. Load at 7.03 BC: 107 lb Conc. Load at 9.06,11.06 BC: 861b Conc. Load at 13.06,15.06,17.06 Hangers / Ties (J) Hanger Support Required, by others A23W tU]M 1d]N ad Bfi# 4 i 86e DeflICSI Criteria PP Deflection in loc Udefl L!# VERT(LL): -0.111 D 999 36 VERT(CL): 0.174 C 999 24 HORZ(LL):-0.043 C - - HORZ(fL): 0.092 C - - Creep Factor. 2.0 Max TCCSI: 0.672 Max BC CSI: 0.616 Max Web CSI: 0.720 Wgt 122.5 fl s VIEW Ver. 19.01.00.0531.15 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrem with design gravity loads. Purflns In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc, all BC @ 24" oc. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- IRh IRw IU /RL M 2086 b b I- 12067 !- H 2309 I- I- !- 12024 /- Wind reactions based on MWFRS M Big Width = 8.0 Min Req = 2.5 H Brg Width= - Min Req= - Bearing M is a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 66 -61 D-E 2724 -2646 B - C 3448 -3578 E - F 1715 -1851 C-D 3389-3175 F-G 6 -9 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - L 2722 -2941 J -1 2623 -2655 L-K 2718-29BI I-H 1768 -1633 K-J 2623-2%5 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-M 0 0 E-I 1512 -1203 D-L 877 -41 I-F 1139 -1116 D-K 241 -395 F-H 2418 -2615 K - E 400 -468 G - H 239 -473 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES C'SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEDGMENT' to' Me Building Designer, In the cornet of the IRC, the IBC, total building tittle and TPI-I. The approval of the TDD and any Beld enbracing shell be the responsibility of the Building Designer and Contractor. All notes set aut In the TDO and 0e pmao sand (SSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of" Truss new otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Englneeris NOT be m,miiYmMMR T,c d 'iliAA-1 ROOF TRUSSE5 Agtlub.CdWawnox A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 ago 76454 I was Iwas type C10 HIPM UTY 2 I IY uonarzula 2614 Loading Criteria (Inn TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 6.00 Load Duration: 1.25 Spacing: 24.0" T SEAT PLATE no. 18-1.2 1-2,—I Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 Pat BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00' GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x6 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code / Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2. nonconcument with design gravity loads. Pudins In lieu of structure[ panels or rigid ceiling use puriins to brace all flat TC @ 24" oc, all BC @ 24" Do. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. De0/CSI Criteria ♦ Maximum Reactions (Ibs), or `=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): -0.019 C 999 360 Loc R+ I R- / Rh / Rw / U / RL B 606 I- !- 1457 1163 1426 vVERT(CL): 0.069 C 848 240 HORZ(LL):-0.014 C - - L` 102 I- /- 778 153 /- HORZ(TL): 0.047 C - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.909 L Brg Width= 209 Min Req = - Max BC CSI: 0.224 Bearings B & B are a rigid surface. Max Web CSI: 0.330 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 114.8 lbs Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 18.02.01A.0205.19 A-B 66 -1 D-E 99 -216 B-C 466 -700 E-F 2 .2 C-D 93 -498 "WARNING" Please thoroughly review the-A-1ROOF TRUSSES CSELLER°), GENERAL TERMS and CONDITIONS CUSTOMER CBUYER-) 'adN daslnn nammatem and mad none on thk Truss Deslon Dmwlna rmD1 and Ibe Ssedahv Engineer referenm sheet Were use. Unless olhemise stated! on Ne Owners be RWT.—.. Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 353 -318 I- H 101 -162 J -1 358 -329 H - G 101 -152 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 I-E 426 -504 J-D 438 -590 E'-G 193 -128 D - I 226 -305 F - G 344 -507 TPIA defines the responsibilities and dales evolved. The Spedalty Engineer is NOT the fame. ring A-0 RRRF A11100 aTRU55E5 a A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454' Loading Criteria (pets TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" IT Truss Truss Type uty rly ubn Oaute 2615 C11 HIPM 2 1 (--Ira' I 515 — 55AT PLATE RED. a'1 2 I-2'—I Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzb NA Mean Height: 25.00 If TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 24001-2.OE :T3 2x4 SP M-30: Bat chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code 1 Misc Criteria Code: FBC 2017 COM TPI Bid: 2014 Rep Factors Used: Vanes by Ld FTJRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-" to 18-1-2, nonconcument with design gravity loads. Puriins In lieu of structural panels or rigid ceiling use pudins to brace all flat TC Q 24" Do, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. -WARNING- Please thoroughly revlew the -A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and edfy design Parameters and mad notes on this Truss Design Drawing QDD) and the Specialty Engineer reference at mnedor plates shall Its used forth, Too b be valid. AsaTruss Design Engineering (i.e. Specialty Engineer), the s� :sponsibility for the deslgn of the single Truss depicted onto TDD only, under TPI4. The design assumptions, load!l DeflICSI Criteria A Maximum Reactions (Ibs) ' PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): -0.034 D 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1230 /- P 11078 /443 /497 §,q':RT(CL): 0.089 K 999 240 HORZ(LL):-0.015 H - - H 1040 I- !- f/90 /603 /- HORZ(fL): 0.055 C - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.818 H Brg Width = - Min Req = - Max BC CSI: 0.529 Bearing B is a rigid surface. Max Web CSI: 0.409 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 113.4 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01 A.0205.19 A-B 66 -1 D-E 321 -845 B - C 878 -1708 E - F 349 -769 C-D 725-1601 F-G 1 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-K 1367-1131 J-1 1363 -1132 K-J 1363-1132 I-H 588 -467 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-L 0 0 F-I 473 -201 K-D 116 0 F-H 752 -948 D-I 719 -844 G-H 258 -451 nvisaslatedonfha a,only Alpine n accePGnce o(Nepmlescional engineering 7M useofthls Trussforany Bulldinglsfhe mdeand TPM. Theapprovat o/Ne EeA-1 ROOF 91TRI1ti5ES I. Theappmvaloffhe TDOandanygeltl A-1 Roof Trusses. ;et out In tho TDD end the p2dicee and the responsibilities and duties aft Tmss Ipedalty Engineeris NOTdm I 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 Truss Truss Type City Ply C12 I HIPM 1 2 1 1 06/13/2019 2616 Loading Criteria (pep TCLL: 20.00 TCDL: 25.00 BCLL:. 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" 14'a' 1 3'52--I SF TPUTE RED. 8'1'2 I^7—I-3'8'e Wind Criteria Wind Std: ASCE 7-10 , Speed: 170 mph' Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 Pat BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 H Loc. fromendwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T1 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4SP M-30: Webs 2x4 SP #3 :Wt 2x6 SP #2: :Lt Level Return 2x4 SP #3: Code / Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used:,Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. "WARNING" Please thoroughly review the "A-1 mixed agent or the Building Des Installation and bracina shall be bye a5X6(R) G H Def11CSl Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): -0.152 M 999 36C Loc R+ / R- / Rh / Rw / U / RL 8,I-RT(CL): 0.267 M 812 24C p 1230 /- /- 11080 1410 /568 HORZ(LL): -0.073 1 - - 1 1040 /- /- /842 /568 1- HORZ(TL): 0.137 1 - - Wind reactions based on MWFRS Creep Factor: 2.0 P Brg Width =8.0 Min Req = 1.5 Max TC CSI: 0.723 1 Brg Width = - Min Req = - Max BC CSI: 0.969 Bearing Pis a rigid surface. Bearing P requires a seat plate. Max Web CSI: 0.963 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 123.9 Its Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.19 A-B 112 0 E-F 572 -1110 B - C 232 -199 F - G 840 -1247 C- D 1625 -2722 G- H 1 -1 D - E 560 -1268 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. P - O 955 -942 L - K 2388 -1991 C - N 2315 -1920 K - J 428 -379 O- M 0 0 J -1 428 -379 N-L 2413-2010 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Q 0 0 D-K 1205 -1467 B-P 718 -571 F-K 575 -60B P-C 319-1202 K-G 1200 -909 C-0 1052-1056 G-1 815 -922 O - N 664 -602 H -1 169 -396 L-D 539 -385 TERMS and CONDITIONS CUSTOMER C'BUYER") ACKNOWLEDGMENT° form r referenes sheet before use. Unless othemse stated on the TOO. only Alpine olneerl. the seal on anv TDD represents an eceentanre of the Professional enoln.ei.n RmlTo.- and �sA-1 ROOF ETRUSSE5 Atwm� A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 7645,P Truss Iuss Iype C13 HIPS Ury 2 i-ly UonafzuIa 2617 Loading Criteria (pall TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 ° Ise' ' ai•'r-I $EI.TPLATEREg. IB 1'3 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h12 to It C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: :T3 2x8 SP 24001-1.8E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W 1 2x6 SP #2: :Lt Level Return 2x4 SP #3: i Code I Misc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in too Udell L/# Gravity Non -Gravity, TPI Sld: 2014 VERT(LL): -0.156 M 999 360Loc R+ / R- ! Rh / Rw I U I RL id 1230 !- !- /1071 1387 1613 Rep Factors Used: Varies by Ld C 4JERT(CL): 0.311 G 697 240 FT/RT:10(0)I10(10) HORZ(LL):-0.134 H - - 1 1040 1- l- /885 1543 1- Plate Type(s): HORZ(TL): 0.298 H - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 P Big Width = 8.0 Min Req = 1.5 Max TC CSI: 0.906 1 Brg Width =- Min Req = - Max BC CSI: 0.986 Bearing P is a rigid surface. Bearing P requires a seat plate. Max Web CSI: 0.484 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 118.3 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 112 0 E-F 516 -1152 8-C 196 -188 F-G 74 -206 C - D 1499 -2695 G - H 117 -185 D-E 503-1311 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 3004 movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. "WARNING- Please thoroughly review the -A-1 ROOF TRUSSES(°SELLER•), GENERAL TERMS and CONDITIONS CUSTOMER edly design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless other, Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P-0 981 -966 L-K 2350 -1905 C-N 2275 -1832 K-J 1052 -8W O- M 0 0 J -1 1052 -830 N - L 2376 -1924 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-O 0 0 L-D 548 -399 B-P 679 -550 D-K 1108 -1497 P-C 313-1246 K-F 526 -197 C-0 1080 -1086 F-I 1002 -1271 O-N 6B2 -618 H-1 261 -455 t orthe Building Designer, In the context of the IRC, the IBC, local building wde and TPI-I. The approval of 0e TDD end any geld and bracing shall be Me maponsibllily of Me Building Designer and Contractor. All notes eet out In Memo end Ne predices and (BSCI) published by TPI and SBCA am referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss VessoMerwtaedefinedbya Contradagmeduponlnwddngbyallpa eshvolved. The SpedaRy Enginearis NOThm mrmluNn NMt RMTnwwc �N�A-/ ROOF TRUSSE9 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 JOD 76454 I fuss I ruse I ype C14 SPEC wry 9 I 1y ubnd/2U19 2618 Loading Criteria (pert TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0' T SEAT PU EREP. Wind Criteria Wind Sld: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height 25.00 ft TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2:82 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: :Lt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Bid: 2014 Rep Factors Used: Varies by Ld FTIRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. De0/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L#/ Gravity Non -Gravity VERT(LL): -0.157 M 999 36C Loc R+ / R- / Rh / Rw / U / RL P 1230 P I- /1068 /389 /614 IART(CL): 0.294 G 738 240 HORZ(LL):-0.147 H - - 1 1040 P 1- 1892 1580 P HORZ(TL): 0.295 H - - Wind reactions based on MWFRS Creep Factor. 2.0 P Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.891 1 Brg Width =- Min Req = - Max BC CSI: 0.986 Bearing P is a rigid surface. Max Web CSI: 0.485 Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 115.51bs Chords Tens.Comp. Chords Tens. Camp. VIEW Ver. 18.02.01A.0205.19 A-B 112 0 E-F 524 .1154 B-C 196 -188 F-G 83 -199 C-D 15M-2693 G-H 144 -203 D-E 512-1312 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp P - O 982 -967 L - K 2348 -1903 C-N 2274-1831 K-J 1054 -835 O- M 0 0 J -1 1054 -835 N - L 2374 -1922 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- Q 0 0 L- D 548 -400 B-P 678 -550 D-K 1101 -1405 P-C 319-1247 K-F 525 -195 C-O 1081 -1GB6 F-I 1008 -1273 C - N 682 -619 H - I 309 -454 "WARNING" Please thoroughlyrevies, Me "A-1 ROOF TRUSSES("SELLER•), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER")ACKNOWLEDGMENT' 'erify design parameters and mad notes an this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless of erMse stated on Ne Too, only Alpine ormotar plates shall he used forthe Too to be valid. Asa Truss Design engineering 0e. SMdally Engineer), the seal on any Too represents an acceptance of the professional engine the Ovmers authorized agent or this Building Designer, In the earned of the IRC, the IBC, local building code and TPl-1: Theapprovelofihe TODai iandl'gg, storage, Installation and bracing shall be line responsibility of the Bulltling Designer and Contractor. All notes seldul In the TDD and the pin, omPnent Safety lMoimation(BSCn published by TPI and SBCA are referenced for general guidance. TPI-1 defines fine responsibilifies and duties nand Truss Manufacturer, unlessotherwtte defined bye Conhectagreed upon lnvirting byall pates Involved. The SpedaltyEagiceeris NOTthe bM1 RnoTm- d A IROOF I.rVluwcuww.vox A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454' Truss Truss Type Qry I Hly C15 SPEC 1 1 Ub/13/2019 2619 Loading Criteria (p ri Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 it NCBCLL: 0.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 5.0 psi Spacing: 24.0" MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W 1 2x6 SP #2: It Level Return 2x4 SP #3: 1.exa Code I Misc Criteria DeBICS1 Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in loc Lldefl L/# Gravity Non -Gravity TPI Bid: 2014 VERT(LL): -0.157 M 999 36C Loc R+ / R- / Rh 1 Rw / U I RL P 1230 P /- 11068 I389 1614 Rep Factors Used: Varies by Ld C %ERT(CL): 0.294 G 738 240 FT/RT:10(0)/10(10) HORZ(LL):-0.147 H - - 1 1040 P /- 1892 I580 /- Plate Type(s): HORZ(TL): 0.295 H - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 P Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.891 1 Brg Width = - Min Req = - Max BC CSI: 0.986 Bearing P is a rigid surface. Bearing P requires a seat plate. Max Web CSI: 0.485 Maximum Top Chord Forces Per Ply (Ibs) Wgt: I15.5 lbs Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 18.02.01A.0205.19 A-B 112 0 E-F 524 -1154 B-C 19fi -188 F-G 83 -199 C - D 1502 -2693 G - H 144 -203 D - E 512 -1312 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chard, between 0-0-0 to 18-1-2. nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. "WARNING" Please thoenu9hlyrevlewthe°A-1 ROOF TRUSSES ('SELLER'). GENERAL TERMS and Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P - O 982 -967 L - K 2348 -1903 C-N 2274 -1831 K-J 1054 -835 O-M 0 0 J-1 1054 -835 N - L 2374 -19M Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A- Q 0 0 L- D 548 -400 B - P 678 -550 D - K 1101 -1405 P - C 319 -1247 K - F 525 -195 C-0 1081 -1086 F-I 1008 -1273 O-N 682 -619 H-1 309 -454 end TPl-1. TheappsowlotmeTdl All notes setout In Ne TD0 and the Ilneering he ��TRU55E5 1. field ♦nmw.cmroFa-au A-1 Roof Trusses and an 55 ea upon mwnung oyalt panes mvamea. meapeaanytngmeerisnui me 4451 St. Lucie Blvd. ;.l. n,aa, w Tnj- I Fort Pierce, FL 34946 Job 76454 I cuss. truss I ype ury I rry CJ1 I JACK 6 1 uof Iaf<u IV 2622 11 Loading Criteria (pan TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" 12 C 6'5X6 0;6 T C)(R)A 1.5X4G F =3X3 SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzl: NA Mean Height: 25.00 it TCDL: 5.0 Pat BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x6 SP #2 : W2 2x4 SP #3: :Lt Level Return 2x4 SP #3: 1- 2' - 11"11 -a{ Code I Miss: Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Plating Notes ('•) 1 plate(s) require special positioning. Refer to scaled plate plat details for special positioning requirements. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. Purling, In lieu of rigid ceiling use pudins to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. DefIICSI Criteria PP Deflection in loc L/defl LJ# VERT(LL): 0.000 B 999 361 @lERT(CL): 0.000 B 999 24 HORZ(LL):-0.000 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.597 Max BC CSI: 0.018 Max Web CSI: 0.197 Will: 13.3 lbs VIEW Ver: 19.01.00.0531.15 li v ih r 11 II ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw I /RL F 531 /- /- /458 /247 /124 D 2 /-16 /- /16 /35 /- C 249 /-87 /- /128 /148 /- Wind reactions based on MWFRS F Big Width = 8.0 Min Req = 1.5 D Brig Width m 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seal plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 112 0 B-C 182 -117 Maximum Bot Chord Forces Per Ply (Ill Chords Tens.Comp. Chords Tens. Comp. F-E 33 .238 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 B-E 266 -36 B - F 1036 -521 ''WARNING" Please thoroughly review the "A-1ROOF TRUSSES('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form. only design parameters and read notes on this Truss Design Drew(ng COD) and the Spedalry Engineer reference sheet before use. Unless otherwise stated on Me Too, only Alpine . arrestor slates shall be used for Me Too to be valid. As a Truss Design Engineering (i.e. Spedalry, Engineer), the seal on any MD represents an acceptance ofthe professional engineering the airy Engineer and Tress Manufacturer, unless dhemise defined by a Conhid agreed upon in writing byall par er or Tmss System Engineer of any building. Ali capitalised lerme ereas defined In TPI-1. PA RmlTniwu-RnmM,mfinn of IM1ix Mniment In xnvrarm.lp nrMIMtM xntMwtlM1n wiMnn m,miavim MMt RmfTrvvnex. A -I ROOF A0111TRU551SSES 3 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 Loading Criteria (ps0 TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Truss Truss Type CAB JACK 12 6 F:� 1113X4C T III1.5X4B 1=1.5X4(R)A Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M30 Sot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 2x4 SP #3: :Lt Level Return 2x4 SP #3: W Ury I Pry 1 1 E B 6"11 A F SEAT PLATE REQ. 1. 2'5rr$ 1 1'6"3 Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable Concentmled load along Top Chord, between 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. Purlins In lieu of rigid ceiling use pudins to brace SC @ 24" Do. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. DeflICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 C 999 36 IN' RT(CL): 0.001 C 999 24 HORZ(LL):-0.001 C - HORZ(TL): 0.001 C - - Creep Factor. 2.0 Max TC CSI: 0.779 Max BC CSI: 0.019 Max Web CSI: 0.351 Wgt: 18.9 Ibs VIEW Ver. 19.01.00.0531.15 Obn3¢U111 2667 TT m 11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL G 587 I- 136 /666 1450 /59 F 10 P /- /47 132 P E 214 /-148 /36 /236 /286 /127 Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 131 -216 C-D 1256 -391 B-C 124 0 D-E 665 -178 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. G-F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-H 250 -90 C-G 2782 -1001 B-H 12 -32 G-D 389 -1049 H-1 0 0 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER C'BUYER") ACKNOWLEDGMENT' fona ��A•1 HOOF TRUSSES r.r,emwrnwa..w A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 Truss CJ1C I mss type JACK ury Fly S 1 1 ue/lJ6ulu 2708 Loading Criteria (psp TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1 12 C 6 � -417 1.5M(R) A WInd,Criterla Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 27.22 fl TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 fl Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP 42 :Lt Level Return 2x4 SP #3 2M(A1) B SEAT PLATE REQ. 1t4" —+ 11"11 Code I Mist: Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 52-8-0, nonconcument with design gravity loads. Pudins In lieu of rigid ceiling use puriins to brace BC @ 24' Do. Wind Wind loads based on MWFRS with additional C&C member design. -'WARNING" Please thoroughly review the "A-1 ROOF erify design parameters and reed notes on this Tmss Design Drew mnedor plates shall be used for the TDD Is be valid. As a Truss mrcr. ihility for the deslon of the sincle Truss decided on the TDD DeBICSI Criteria PP Deflection in Ioc L/defl L/# VERT(LL):'NA €AERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor. 2.0 Max TC CSI: 0.415 Max BC CSI: 0.051 Max Web CSI: 0.000 Wgt: 8.4 Ibs VIEW Ver. 18.02.01A.0205.19 zo 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 514 P /- /324 /215 /102 D 49 /-17 P 128 /22 /- C 279 /-60. /- 166 /67 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires aseat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 49 0 B-C 125 -124 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. ally Engineer reference sheet befare use. Unless othery ise stated on the TDD, only Alpine ipeclalty, Engineer), the seat on any TOD represents an acceptance of the professional engineering esign assumptions, loading conditions, suitability and use of this Tons for any Building is the are, In the cented of the IRO the IBC, local building code and TPI-1. Theawrovalofthe s RC, the IBC, local building code and TPI-1. Theappmvaietibe TDD91 Wilding Designer and Contactor. All notes set out In the TDD and the pre :nced for general guidance. TPIA canines the responslbllides and duties upaniownlingbyellpartesinvohed. The Specialty Engineer is NOT the Rmf Tnww.v. ��A4 ROOF aTRUSSE4 cfmaoxcTuv A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454' Truss CJ1P Truss Type JACK Oty Ply 11 1 Ue/l3%2UlU 2622 Loading Criteria (Pan TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 ° T CD r =1.5X4(R) A Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0list MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 ' Webs 2x6 SP #2 :W2 2x4 SP #3: :Lt Level Return 2x4 SP #3: 12 C =3X3 SEAT PLATE REQ. i 2' "1, 11'11 -e{ Code 1 Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0u10(10) Plate Type(s): WAVE Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements.. Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. Purlins In lieu of rigid ceiling use pudins to brace BC @ 24" oc. Wind Wind (cads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Additional Notes ••••* BEARING ANALOG MODIFIEDI -WARNING- Please vanity design parameters and connector dates shall be use. to H ih T II 1 DefIICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell L/# Gravity Nan -Gravity VERT(LL): 0.000 E 999 360 Lac R+ I R- I Rh I Rw / U / RL F 466 /- 168 1452 /291 1105 VERT(CL): 0.000 B 999 240 HORZ(LL):-0.000 B - - D 27 /- /- /56 /43 7- HORZ(TL): 0.000 B - - C 269 /-52 168 1132 /146 156 Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.597 F Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.025 D Big Width = 1.5 Min Req = - Max Web CSI: 0.202 C Big Width = 1.5 Min Req = - Bearing F is a rigid surface. Wgt: 13.3 Ibs Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.19 Chords Tens.Comp. Chords Tens. Comp. A-B 112 0 B-C 218 -69 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 49 -203 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 'B-E 225 -52 B - F 1076 -453 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. use of xdae The "IAA-f ROOF TRUSSES A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 I rugs I cuss I ype ury rly CJ2 JACK 1 2 1 1 uon Wzuie 2523 e Loading Criteria (pso TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " A Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 IPA Code 1 Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Purlins In lieu of rigid ceiling use purling to brace BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. C n 3'2113 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA '§A=RT(CL): NA HORZ(LL): 0.023 B - - HORZ(TL): 0.042 B - - Creep Factor: 2.0 Max TC CSI: 0.588 Max BC CSI: 0.172 Max Web CSI: 0.154 Wgt: 14.0 Ibs VIEW Ver. 19.01.00.0531.15 -WARNING- Please thoroughly revlev the "A-1 ROOF TRUSSES(•SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(' eny design parameters and mad notes on this Truss Design cresting (rDD) and the Spedialty Englneer reference sheet before use. Unless otimmis onnector plates shall be used fofthe Too to be valid. As a Tmss Design Engineedng(i.e. Spedaly Engineer), the seal on any Too represents an a, mmn.�ei� }nrmn tlnelnn M,M1c elnnln Tmca dwniMwA nn lMw Tnn nnly. under TPI-1_ Thedealonassumotlons. Inadlna conditions. suifabiliN and use sized agent or the Building Des Installation and amain Sher be Tnas for ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 421 I- /- 1144 165 /155 D 54 1- l- 140 /2 /- C 385 /- /- 1130 1176 1- Wind reactions based on MWFRS A Brg Width =- Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width .= 1.5' Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 343 .571 B - C 185 -141 Maximum Bot Chord: Forces Per Ply (Ibs) Chords Tens.Comp. A-D 2 -2 ;no engineering le 0e =A'-1 ROOF �8TRUSSIES sfthe nyfeld ee and he Tmss A-1 Roof Trusses lgbyallpeNeslnvolved. The5,sBly Engineerla NOTVm 4451 St. Lucie Blvd. Rmrrn,sssv Fort Pierce, FL 34946 Job 76454' Truss CJ3 Truss Type Qty I Ply JACK 4 1 Ub/13/2ul9 2625 Loading Criteria (ps0 TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" T O 1 =U Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 fl TCDL: 5.0 psf BCDL: 5.0 pat MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00It Loc. fromendwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 n SEAT PLATE REQ. 1— 2' -}- 211"11 -{ Code I Mist: Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Purllns In lieu of rigid ceiling use purlins to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER"),GENERAL edfy design parameters and read notes on this Truss Design Drawing JDDI and the Specialty Engines 3nnedor plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. spedalry En Ispenslbility for to design of the single Tmss depicted on the TDD only, under TP1-1. no design assur DeflICSI Criteria PP Deflection in roc Udell L#/ VERT(LL): NA �IERT(CL): NA HORZ(LL): 0.015 C - - HORZ(TL): 0.033 C - - Creep Factor. 2.0 Max TC CSI: 0.653 Max BC CSI: 0.113 Max Web CSI: 0.025 Wgt: 19.6 Ibs VIEW Ver. 19.01.00.0531.15 and use q N 0O ♦ Maximum Reactions (Ibs) Gravity Loc R+ 1R- 1Rh Non -Gravity 1Rw lU /RL B 544 /- 1- 1423 P232 1224 E 44 /- 1- 130 /- !- D 353 /- 1- 166 1137 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 67 -1 C-D 170 -120 B-C 421 -511 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 1 -2 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-F 0 0 ;'no engineering Is the A-1ROOF lftheTRUSSES ny geld A-1 Roof Trusses w:and hTams Anbndagreeduponlnl ungoy Yipamesmwlvea. neb,suallytrareerls Nul ale 4451 St. Lucie Blvd. defined In TPIA. —[Irs " n"n r.,s,, oral RrcRTnns— Fort Pierce, FL 34946 Job 76454 Loading Criteria (psq TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" I fuss Imss type - Wry rly uoflaf4u I CJ3B JACK 1 1 2670 D 12 T 6 03X6C v T 1111.5X4 B (V � W2 r O 1 N 1 =1.5X4(R)A Lj III1.5X4 c 1 5X4 E 3� g g113X6 II SEAT PLATE REQ. , Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: It EXP: D Kzt: NA Mean Height: 25.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 2z4 SP #3: :Lt Level Return 2x4 SP #3: , 1 2'5"8 i 2'6"3 Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld C DegICSl.Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 F 999 Wit 1tSRT(CL): 0.005 F 999 240 ♦ Maximum. Reactions (Ibs) Gravity Non -Gravity Loc R+. / R- / Rh / Rw / U / RL G 715 /- 1170 /879 /560 1308 FTIRT:10(0)/10(10) HORZ(LL): 0.002 C - - E 24 /- /- 172. /50 /- Plate Type(s): HORZ(TL): 0.002 C - - D 241 /-122 /170 /276 1315 1375 WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.601 G Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.095 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.158 D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. WgL 23.1 Ibs Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00.0531.15 Chords Tens.Comp. Chords Tens. Comp. A-B 127 -117 C-D 899 -534 B-C 196 0 Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Putting In lieu of rigid ceiling use pudins to brace BC Q 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. thoroughly review the "A-1 ROOF TRUSSES sized agent or the Bullding Des Installation and brabina shall be Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 115 -113 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-H 135 -83 G-C 1255 -823 B-H 11 -17 C-F 140 -143 H-I 0 0 and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. s sheet before use. Unless olherMse stated! on Me TDD, only Alpine e seal on any TOD represents an acceptance of the professlonal engineering /� ailing conditions, suitability and use of this Tmss for any BulldIng is the the IRC. @e IBC, I.I bulidng code and TPI-0. The approval ofthe /.� A'.1 RDOF Ad ®TRUSSES C, local building code and TPI-1. Theappon,softhe TDDandanygeld a liner and Connector. All notes set out In the Too and the practices and lerelguldance. TPI-1 degnesthe resmrsiblliges and duties ofMeTmss A-1 Roof Trusses is by all parties Involved The Specialty Englneer is NOT the 4451 St. Lucie Blvd. Root ni..."... I Fort Pierce, FL 34946 76454• Truss CJ3P I cuss type uty I-ly ubnsaule 2661 JACK 11 1 Loading Criteria gl TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sld: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category. II EXP: D Kzl: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00It Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duraton: 1.60 Lumber Top chord 2x4 SP #2 Bat chord 2x4 SP #2 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: SEAT PLATE REQ. 1 2- 1 211"11 �{ Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, noncencurrent with design gravity loads. Purlins In lieu of rigid telling use pur insao brace BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Deg/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 C - - HORZ(TL): 0.033 C - - Creep Factor. 2.0 Max TC CSI: 0.653 Max BC CSI: 0.186 Max Web CSI: 0.041 Wgt: 19.6 Ibs VIEW Ver: 19.01.00.0531.15 -WARNING' Please thoroughly review the-A-1ROOF TRUSSES(°SELLER'), GENERALTERMS and CONDITIONS CUSTOMER T IT N O0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh / Rw I U I RL B 544 /- P /505 268 1224 E 44 P P /124 183 1- D 353 P /- Rig 1136 1- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 67 -1 C-D 170 -134 B-C 517 -612 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 7 -7 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-F 0 0 Me Owaeta authorized agent orthe Building Designer, In the oonte0 of the MID, the IBC. Iooel building Bode and TPI-1. The approval of the TDD end any flab iandling, storage. Insulation and loading shall be rue responsibility of the Building Designer and Connector. All notes set out In the MD and the practices and saponent Safety Inhorradon(BSCI) published by TPI and SBCA are referenced for general guldanw. TPIA dernas the responsibilities and duges oftha Truss send Truss Manufacturer, unless obi defined by a Conned agreed upon In writing byali parties Involved. TheSpedaity Engineer Is NOTMe MA-1 ROOF zTRU55FS ♦runmcmwe..,a A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 JVU 76454 I IUSb CJ5 I tuba type Ulty rly JACK 2 1 2628 Loading Criteria Ip r, TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" SEAT PLATE RED. 1--2- -1 4'11"11 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00. t TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 24001-2.0E Bet chord 2x4 SP #2 :Lt Slider 2x6 SP#2: BLOCK LENGTH= 1.500' :Lt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Stdt 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcument with design gravity loads. Purllns In lieu of rigid ceiling use purlins to brace BC Q 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Den/CSI Criteria PP Deflection in loc Udell L#I VERT(LL): NA 11115RT(CL): NA HORZ(LL):-0.055 C - - HORZ(TL): 0.086 C - - Creep Factor. 2.0 Max TC CSI: 0.479 Max SC CSI: 0.274 Max Web CSI: 0.044 Wgt: 25.2 Ibs VIEW Ver. 19.01.00.0531.15 0 ♦ Maximum Reactions (Ibs) ,Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U 1 RL B 608 P P /489 /269 1323 E 67 P 1- 153 P P D 419 P I- /172 /256 (- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 66 -1 C-D 196 -195 B - C 358 -459 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 1 -2 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-F 0 0 -WARNING- Please thoroughly review the-A-1ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER")ACKNOWLEDGMENT' edify tlesign parameters and read notes on this Truss Design Drawing (TDD) and 0e Spedalry Engineerrelerence sheet before use. Unless othemdse stated on the TOO, only Alpine mnector plates shall be used far the TDD to be valid. As a Tmss Design Engineering(je. Spedalhy Engineer), the seal on any TDD represents an acceptance of the professlrnal engine :sponsibllity, for the design of the single Tress deploted on the TOO, only, under TPl1. The design assumptions, loading conditions, sullabllity and use of this Truss for any Building Is the ulldlna le the resnonslbllltvnfthe Owner. the Ownsea authomed arentorthe BUllhro Desoner. In ihacontetdoltho IRC. the 180. local bulldlna code and TPI-1. Theaaarovaloflim A-1 RDRF ' hTRUssE6 unywua kino - enthe Tt ands easanw ♦PpbMCwlVw.n% 3uoodflliding Designer and Cont. TPI11 eleaset response TDDe and d ulllaolline Tru A_1 ROOf Trusses :,panin genemlguiprue TPI-tdeTIm Neresponslbllmess NOTtles of Ne Tmss upon Nwdting byall pates Nvolved. The SpedalryEngineer is NOT iha 44$1 $t. Lucie Blvd. rd. do i RnnfTn —. Fort Pierce, FL 34946 Job 76454" Truss CJ5B Truss Type City Ply JACK 1 1 06/13/2019 2673 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" ad w Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE Bot chord 2x4 SP #2 Webs 2x6 SP #2 02 2x4 SP #3: :Lt Level Return 2x4 SP #3: N SEAT PLATE RED. i 2,5"8 A 4'6"3 Code 1 Misc Criteria Def[ICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.015 F 999 360 Loc R+ I R- / Rh / Rw / U / RL G 775 /- /- 11112 /689 /- Rep Factors Used: Varies by Ld C €ART(CL): 0.022 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.004 C - - E 31 /- /219 /129 /88 /602 Plate Type(s): HORZ(TL): 0.005 C - - D 302 /-37 /219 /315 /341 /662 WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.580 G Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.273 E Big Width = 1.5 Min Req= - Max Web CSI: 0.192 D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Wgt: 28.7I S Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00.0531.15 Chords Tens.Comp. Chords Tens. Comp. A-B 127 -117 C-D 1274 -845 B-C 195 0 Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. Purllns In lieu of rigid ceiling use purlins to brace BC @ 24" Do. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Additional Notes The maximum horizontal reaction is 219# Maximum Bat Chord Forces Per Ply (Ibs} Chords Tens.Comp. Chords Tens. Comp. G - F 204 -293 F - E 602 -769 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - H 135 -83 G - C 1524 -1059 B-H 11 -17 C-F 454 -543 H-1 0 0 "WARNING" Please thoroughly review the"A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. 'enfy design parameters and read notes on this Truss Design Drawing (TDD) and the Specaly, Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine onnedor plates shall be used for the Too to be valid. As a Times Design Engineering (i.e. Spedalty Engineer), the seal on any TDD represents an acceptance ofthe professional engineering BoWnsibility for the design of the single Tests depleted on the TDD only, under TPI-I. The design assumptions, leading conditions, suitability and Lee of this Truss for any Building Is the wilding is the responsibility of the Owner, the Owneh aNeonaed agent or the Building Designer, In fee conte4ofthe IRC, the IBC, Ideal building code and TPI-1. Theopprovalofthe xsponsibllity, of the Owner, the Ovmels authorized agent or the Building Designer, in the well of the IRC, the IBC, 10=1 bullding adds and TPI-1. The approval ofli TDD andanyteld se ofthe Tress, including handling, storage, Inslsiatlon and bradng shall be the responsibility of the Building Designer and Contractor. NI notes set out In theMD end tho pmeticea and uidelines of the Buiitling Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss leslgner, Specialty Engineer and Truss Manual unless nmenvise defined by a Garret agreed upon In wriing by all parties Involved. The Spe salty Engineer Is NOT the milding Designer or Tress System Englneer of any bullding. At caplialiood terms are as defined in TPIA. 'mull h16)�01R P-1 RM(TNpaM—RnrvMuf.Mn MIM1ip tlMv,mxM. in nnv Iran. ip miM1iM1tlM vdIM1n,11M wnXan r,a,miaelnn MA1 Rmf Tn,aaafl. �MTRussEs A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 I was CJSP I was type uty I Hly UUlldtzulu JACK 11 1 2664 Loading Criteria (pep TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Pi F9y:�i91►:titl�:L�il1 �-- 2' 411"11 -j Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE Bot chord 2x4 SP #2 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code 1 MlscCriteria Code: FBC 2017 COM TPI Sld: 2014 Rep Factors Used: Vedas by F17RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-5-0, nonconcurreht with design gravity loads. Purllns In lieu of rigid Ceiling use pudins to brace BC @ 24' Go. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. DeRICSI Criteria PP Deflection in loc Udell L#I VERT(LL): NA '€/ERT(CL): NA- H0RZ(LL):-0.053 C - HORZ(TL): 0.086 C - - Creep Factor: 2.0 Max TC CSI: 0.479 Max BC CSI: 0.573 Max Web CSI: 0.095 Wgt: 25.2 Ibs VIEW Ver. 19.01.00.0531.15 -VIARNING"" Please thomughlyreview the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER el design parameters and read notes an Nis Truss Design DmWng (MID) and Me Specialty Engineer reference sheet before use. Unless otera onnedor elates shall he used far Me TDD to be valid. Asa Truss Design Ennineeiints (i.e. Specialty Engineer), the seal on any TDD represents an Me Building Designer, In Me context of the IRC, Me IBC, local building cod (signer, In the vented of Me IRC, Me IBC, local building code and TPI-1. 1 )a Me responsibility ofthe Building container and Connector. Allnotesset ly TPI and SECA are referenced for general guidance. TPI-1 defines Me tined by a Contract agreed upon In wnMg M all parties Involved. The Spa me are as defined In TPI-1. Whir E uhh.. tn. . rcrmlxdm eFI MW T..,t. ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 608 /- /- /622 /313 /323 E 67 /- A /211 1139 /- D 419 / /- /182 1253 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width =1.5- Min Req =- D Brg Width = 1.5 Min Req = - Bearing B is a dgid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 66 -1 C-D 196 -227 B-C 820 -956 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 7 -8 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-F 0 0 _A•1 ROOF TRUSSES A F4YY¢eTSNMa"On A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454" I miss D01 I was type HIPS Zy 11y I uormreuia 2718 Loading Criteria hart TCLL: 20.00 TCDL: 25.00 BCLL• 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 27.73It TCDL: 5.0 psi BCDL: 5.0 psi MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP f13: Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 96 plf at -1.47 to 96 plf at 10.22 BC: From 20 plf at 0.00 to 20 DI'at 8.75 TC: 237 lb Cone. Load at 3.03, 5.72 TC: 106 Ill, Conc. Load at 4.38 BC: 65 lb Conc. Load at 3.03, 5.72 BC: 32 lb Conc. Load at 4.38 237#237#+ -3-0.6-�}+ -1.4.2 1.4.2-} - 376-�{ 1-3'-I- saZ5x6 as SEAT PLATE RED. SEAT PLATE RED. &V 1_. 1'4---1 I-1'4--1 i 4 85# 32# 85# Code I Misc Criteria DegICSI Criteria Code: FBC 2017 COM PP Deflection in loc Udell L/# TPI Std: 2014 VERT(LL): -0.021 H 999 36 Rep Factors Used: No VERT(CL): 0.060 H 999 24 FT/RT:10(0)/10(10) HORZ(LL):-0.009 G - - Plate Type(s): HORZ(TL): 0.023 C - - WAVE Creep Factor. 2.0 Max TC CSI: 0.537 Max BC CSI: 0.459 Max Web CSI: 0.052 Wgt 42.0Ibs VIEW V" 18.02.01A.0205.19 Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 8.9-0, nonconcumenl with design gravity loads. Puffins In lieu of structural panels or rigid ceiling use puffins to brace all Flat TC @ 24" on, all BC @ 24" oc. Wind Wind loads and reactions based on MWFRS. --WARNING- Please thoroughly reviewths"A.1 ROOFTRUSSES("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER(' only design parameters and mad notes on Into Truss Design Drawing (TDD) and die Sinai Engineer reference sheet before use. Unless othenris onnecter plates shall be used rorma TDD to bra valk. As a Truss Design Engineering (i.e. Spedalty Engineer), the seal on any TDD represents anal xsponslbllity for die design of die single Tmss carload on the TDD only, under TPIA. The design assumptions, loading conditions, sultablllty andions uIlding Is Me responsibility of the Owner, the Ownets authorized agent or 0e Building Designer In the contest of the IRC, Pe IBC, local building cod, asponslbllityofthe O.avri Me Dames surnamed agent orthe Building Designer, In the wntest of the IRC, me IBC, local bullding wtle and TPI-I. T se of the Truss, Inducting handling, storage, Installation and bracing shall be die responsibility of the Bulking Designer and Convector. All notes set i uldelines ofthe Building Component Ssmy,Information(Bli published by Tel and SBCA are referenced for general gukance. TPIAdefnes Nei asigner, Speolalty Engineerand Truss Manufacturer, unless oNei defined bye Contract agreed upon In cording by all radios Invdved. The spec ulkiig DesignerorTmss system Engir,eerWairy building. MimpgalizedMmsamasdefne in Wi-l. rvwMM1rn'1n1fi F1 PMTruwvm-PwrM�,rSw, MiFia,Imn'unG In x,rvlmn. kruMll,ilMwMndlM1xuinan oarml Wn MMt RrcATn,avaa ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh I Rw / U / RL B 987 /- P P 1660 I- E 987 /- !- I- 1660 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-S 49 -49 D-E 870 -1454 B-C 870-1454 E-F 49 -49 C-D 719 -1252 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1243 -722 G - E 1243 -722 H-G 1252 -719 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 0 0 G-D 174 -21 C-H 174 -21 J-F 0 0 to". Ming A RUM a A-1 Roof Trusses 4451 St. Lucie Blvd. .Fort Pierce. FL 34946 u uas I ype Wry r,y not I mu rn 76454 D02 COMN 1 1 2721 i 4712 't1' 4'3"12 T 12 � 6 =2X4(A1)B 1 4a =1.5X4(R)A SEAT PLATE REQ. SEAT PLATE REQ. 8'9" f^ N" Loading Criteria(wq. Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 25.00 Speed: 170 mph SCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 28.06 It NCBCLL: 0.00 TCDL: 6.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Lac. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chard 2x4 SP #2 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 8-9-0, nonconcument with design gravity loads. Partials In lieu of rigid ceiling use pur ins to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. �— T4" —{ DeB/CSI Criterla ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Nan -Gravity VERT(LL): 0.008 999 360 Loc R+ I R- / Rh I Rw / U I RL B 701 /- /- 1508 /236 /173 'litRT(CL): 0.029 999 240 HORZ(LL): 0.005 - D 701 /- /- 1508 1236 1- HORZ(TL): 0.018 - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brig Width = 8.0 Min Req = 1.5 Max TC CSI: 0.707 D Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.353 Bearings B & D are a rigid surface. Max Web CSI: 0.000 Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 37.8 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 49 0 C-D 517 -673 B-C 516 -673 D-E 49 0 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 568 -216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp.� Webs Tens. Comp. A-F 0 0 G-E 0 0 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER') ACKNOWLEDGMENT• tdzed agent or the Building Designer, in the wnteMof the IRC, the IBC, local bullding wtle and TPI-1. The approval al Installation and bracing shall be the responsibllityot the Building Designer and Conuaclar. All notes set out In the TDD RmlTnuxa.�. d T USSES ♦PrtlllMCRfgaNXW A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss 76454 G01 Truss Type Uty I Ply FLAT 1 2 U611il 19 2533 Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL 10.00 Risk Category: II EXP: D Kzt: NA Des Li 55.00 Mean Height: 25.00 it NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C8C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x8 SP 2400f-1.BE Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"i min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. i 1 III3X4(R) 1111.5�4 013X6 1113X6(R) 5'2"8 2628# 2628 Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defili Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.001 B 999 36l VERT(CL): 0.001 B 999 24l HORZ(LL):-0.000 A - - HORZ(TL): 0.001 B - - Creep Factor. 2.0 Max TC CSI: 0.535 Max BC CSI: 0.649 Max Web CSI: 0.140 Wgt: 84.0 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- I Rh J Rw I U / RL D 3278 /- It. J- A 198 /123 C 2499 /- I- /- 11009 /- Wind reactions based on MWFRS D Big Width =- Min Req = - C Big Width =- Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 11 -19 VIEW Ver. 19.01.00.0531.15 1 Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Wind loads and reactions based on MWFRS. D - C 19 -44 Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-D 99 -215 B-C 116 -215 A-C 37 -1 Special Loads —(Lumber Dur.Fac. 1.251 Plate Dur.Fac iii TC: From 90 plf at 0.00 to 90 plf at 5.21 BC: From 10 plf at 0.00 to 10 plf at 5.21 BC: 2628 It, Conc. Load at 1.22, 3.22 Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 5-2.8, nonconcurrent with design gravity loads. Pudlns In lieu of rigid ceiling use puriins to brace BC @ 24" oc. The TC of this truss shall be braced with attached spans at 24" oc in lieu of stmclural sheathing. Additional Notes Truss must be installed as shown with top chord up. ''WARNING" Please thoroughly review the "A4 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Sia day, Engineer reference sheet before use. Unless othensise stated on the TDD, only Alpine connedar plates shall W used forthe TDD to be valid. As a Tmss Design Engineering (i.e. Blas ty Engineer), Me seal on any TDD represenh an adeeptance of Me profireat l engineering msponsibllityfar the design Mthe single Truss depleted on the TDD only, under TPl-0. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the A-1 ROOF Building is the responsibility of the Omer, the Owners authorized agent or the Building Designer, In the contetlof the IRC, the IBC, Ideal building code and TPI-1. Theapprovalofthe TRUSSES responslbifity of the Owner, the Owners authorized agent or the Building Designer, In the context of Me IRC, the IBC. Iosai building code and TPI I. The approval of the TDD and anyfeld use dribs Truss, Including handling, storage, installation and bracing shall be Me responsibility of Me Building Designer and control NJ notessetoutin the TDDend Mepmdm and A_1 Roof Trusses guidelines ofthe Building Component Safety Informationsi published by TPI and SECA are referenced forgeneral guidance. TPI-1 defines Me responsibilities and dales of the Truss Designer, spedalty Engineerand Truss Manufadureo unless othemtlse defined by a Convert agreed upon In wiling by all parties involved. The Spedalty Engineerb NOTMe 4451 St. Lucie Blvd. Building DeslgnerorTmss System Engineerof any building. Al oepiMf ed terms are as defined in TPI.1. CmM"hlB9ma 41nMTuavm—FanmA,vL'm nl Mie dn,vmanl.Namlmn.kmJiTiIM WMWIM wntlnn m,mlulm N0.lRMTruavu. Fort Pierce. FL 34946 Job Truss 76454 G02 Loading Criteria (last Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph " BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 It NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x8 SP 2400f-1.BE Webs 2x4 SP #3 :W2 2x4 SP #2: Nallnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bet Chord: 3 Rows @ 3.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolts may be used for (2) 0.131 "x3", min. nails on The Bottom Chord Only. Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 90 plf at 0.00 to 90 plf at 5.21 BC: From 10 plf at 0.00 to 10 pif at 5.21 BC: 3007 lb Cone. Load at 1.26 BC: 47371b Cone. Load at 2.32 BC: 3530 lb Cone. Load at 3.83 Hangers I Ties (J) Hanger Support Required, by others t 1 Truss Type FLAT A 5X6 Qty I Ply 06/13/2019 1 2 111�X4 =5X6C III3X12 118X12(R) 1113X12 i 578 3007# 4737## 3530# Code I Misc Criteria Code: FBC 2017 COM TPI Bid: 2014 Rep Factors Used: No FTIRT:10(0)110(10) Plate Type(s): WAVE DeflICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.015 B 999 361 VERT(CL): 0.041 B 999 241 HORZ(LL):-0.003 A - - HORZ(fL): 0.008 A - - Creep Factor. 2.0 Max TC CSI: 0.221 Max BC CSI: 0.319 Max Web CSI: 0.606 Will: 98.0 Ibs 2629 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- IRh /Rw /U /RL F 6102 /- I- P /2180 /123 D 5693 P /- /- 12247 1- Wind reactions based on MWFRS F Brg Width =- Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 651 -1807 B - C 651 -1807 VIEW Ver. 19.01.00.0531.15 Maximum Bet Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads and reactions based on MWFRS. F - E 7 -35 E - D 7 -3 Left end vertical exposed to wind pressure. Deflection meets L1360. Right end vertical not exposed to wind pressure. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Additional Notes Truss must be Installed as shown with top chord up. A - F 737 -2064 E - C 2687 -966 A - E 2686 .918 C - D 772 -2065 S-E 123 -196 Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 5-2-8, nonconcument with design gravity loads. Pudins In lieu of rigid ceiling use pudins to brace BC @ 24" oc. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. "WARNING" Please thoroughly revlm the "A-1 fatly deslgn Parameters and mad mass an this Tmse De anneatorplatesehalbeusedforthe TDDtobe.IW. As referent sheet before use. lefned by a consent agreed upon lams ere as defined! in TPI-1. Rmt T, , and ") ACKNOWLEDGMENT` to.. on the TDD, only Alolne d AA9A-1 ROOF TRUSSE9 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454• Truss Truss Type HJ3A I HIP_ Lity 4 1y I ubndlzulu 2712 Ta Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 ' TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 27.72 fit NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 9.00' GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bat chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Special Loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 93 plf at -2.09 to 93 plf at 4.18 BC: From 20 plf at 0.00 to 20 plf at 4.18 TC: -721b Conic. Load at 1.38 BC: -23 lb Conc. Load at 1.38 -724 F^ 1'4-8 —'; 2710 C SEAT PLATE REG. Code I Mise Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable Concentrated load along Top Chord, between 0-0-0 to 4-2-3, nonwricument with design gravity loads. Purlins In lieu of rigid ceiling use puriins to brace BC @ 24° oc. Wind Wind loads and reactions based on MWFRS. t -23# DeB/CSI Criteria PP Deflection in, loc Udell L#f VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D - - HORZ(TL): 0.013 D. - Creep Factor. 2.0 Max TC CSI: 0'609 Max BC CSI: 0.244 Max Web CSI: 0.000 Wgt: 19.61bs VIEW Ver. 18.02.01A.0205.19 -WARNING- Please thoroughly revimthe°A-1 ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER entry design parameters and read new on Nis Truss Design DmAng (Ti and the Specalty Engineer reference sheet before use. Unions othem mnedor plates shall be used for the TDo to be valld. As a Truss Design Engineering Ile. spedialty Engineer), the seal on any Too represents an :sponsibility for the design of the single Truss depleted on the TDo only, under TPI-1. The design assumptions, leading conditions, sultabllly and u: ullding Is the responsibility or Oaner, the Owners authorized agent or the Building Designer, In the context of rue IRC, rue IBC, local building a rsnnnelbllimnf the Owner. tha Oandes nni nrized agent or the Buildino Desioner. in the content of the IRC. rue IBC. low] buileno cetle and TPI-1. --NP-I RmlTru- ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- f Rh f Rw / U f RL B 573 !- !- I- /211 A D 74 /- b !- 19 /- C 386 1- 1- A /15 (- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Big Width = 1.5 Min Req = - C Big Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 49 -28 B-C 129 -96 Maximum Bot Chord Forms Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 1lneering he A RDDF 16 ITRU45E5 rate and and A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 Tmss HJ5 Truss fype HIP_ uty 2 1y I Uti/13/2U19 2472 -17u1 9�g1 210T T 2-9.15 T 2'9'10 -� b I ra1.5X4(R)A ut unarm r 5Y g,F TPLATE RED. T995 �� -TB' T 1 1 -32p )1N Loading Criteria fpsq Mind Criteria Code I Mlsc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in lot L/de8 LI# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.279 H 301 360 Loc R+ / R- / Rh / Rw / U / RL C 476 /- /- /- 1646 /- BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.333 H 252 240 BCDL: 10.00 Risk Category: Il FT/RT:10(0)/10(10) HORZ(LL):-0.101 E - - G 156 /- /- /- 1126 /- EXP: D Kzt: NA Plate Type(s): HORZ(TL): 0.117 E - - F 358 /- /- /- 199 /- Des Ld: 55.00 Mean Height: 25.00 it WAVE Creep Factor 2.0 Wind reactions based on MWFRS NCBCLL: 0.00 TCDL: 5.0 pal Max TC CSI: 0.819 C Brg Width = 10,6 Min Req = 1.5 Load Duration: 1.25 BCOL: 5.0 psf Max BC CSI: 0,758 G Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 F Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 it Max Max Web CSI: 0.264 C is a rigid surface. Loc. from endwall: Any Wgt: 40.6 Ibs Bearing C requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Winclouration: 1.60 VIEW Ver: 19.01.00.0531.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A.-B 36 -35 D-E 292 -243 Top chord 2x4 SP#2 B-C 16 -15 E-F 119 -119 Bol chord 2x4 SP 42 C-D 291 -259 Webs 2x4SP#3 , :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads -----(Lumber Dur.Fac1.25 / Plate Dur.Fac =1.25) . C - H 202 -199 H - G 0 0 TC: From 0 pit at .3.03 to 93 plf at -0.21 TC: From 2 pif at -0.21 to 2 plf at 7.01 Maximum Web Forces Per Ply (Ibs) BC: From 2 pit at 0.00 to 2 plf at 7.01 Webs Tens.Comp., Webs Tens. Comp. TC: -173 lb Cone. Load at 1.38 TC: 234 lb Conc. Load at 4.21 A -1 4 -4 I - J 0 0 BC: -32 lb Conc. Load at 1.38 B - I 0 0 E - H 278 -282 BC: 71 lb Conc. Load at 4.21 Loading Truss checked for 300# movable Concentrated load along Top Chord, between 0-0-0 to 7-0-2, nonconcurrenl with design gravity loads. Purlins In lieu of dgid ceiling use purlins to brace BC Q 24" oc. Wind Wind loads and reactions based on MWFRS. "WARNING" Please thoroughly review the"A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER")ACKNOWLEDGMENT-trial edify design parameters and read notes on this Truss Design Drawing (TDD) and the specialty Engineer reference sheet before use. Unless otherilse stated an Me TDD, only Alpine onneddr plates shall be used for the TDD to be valid. Asa Truss Design Engineering its. Spedelty Engineer), Me seal on any TDD represents an aseeptence of the professional engineedng sponsibiliy for the design of the all Truss depleted on the TDD only, under Ti The design assumptions, loading conditions, suitability and use of file Truss for any Building is Me wilding Is the responsibility of the Dealer, the Couriers auglodzed agent or the Building Designer, In the wnti of the IRC, the IBC, Ideal building code and TPI-1. Theappeavalof Ne rsponsibillty of to Owner, the Cwnoes authorized agent or the Building Designer, in Me content of the IRC, the IBC, [owl building =do and TPI-1. The approval d Ne TDD and aalyfieltl se of the Truss, Including handling, storage. installation and bating shall be the esponsibiliy of the Building Designer and Cantrador. All notes setout In the TDD and the pradMes and uidellnes of Me Building Component Safety lMormadon(BSCI) published by TPI and SECA are referenced forgwomI guidance. TPI-1 defines the responsibilities and duties ofthe Truss lesigner, Spedaly Engineer and Truss Manufacturer, unless otherwise defined by a Contad agreed upon In writing by all parties Involved. The Spedalty Engineer Is NOT Me undine ,oeelgoerrorT�alrs System Engloeei of any building. Ail caphoOma terns as as defured it TPN. .....n-nn ... .._ .. �w.. ...-.� m na bvMinnMwirlwnrM wnnm mm„aavu,MA.1 RmITruuas. B - _ ROOF ETRTRU55E6 Aewmaewemn'wrr A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454' Truss HJ7 Truss Type HIP_ Uty Ply 1 1 06/13/2019 2546 Loading Criteria (Iran TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " E naaf 4W I-1'45 T21e•15 21- a15 -t- 101 ra I-r1o•n es-erl Wind Criteria Wind Stoll: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc.. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 24001-2.0E Bot chord 2x4 SP 42 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Special Loads -----(Lumber Dur.Fac. 1.25I Plate Dur.Fac. 1.25) TC: From 0 plf at -2.99 to 93 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 pIf at 0.00 to 2 plf at 9.84 TC: -173 he Conc. Load at 1.38 TC: 180 lb Conc. Load at 4.21 TC: 403 Ill, Conc. Load at 7.04 BC: -32 lb Conc. Load at 1.38 BC: 60lb Conc. Load at 4.21 BC: 111 lb Conc. Load at 7.03 1 e t 32!! 111tt Code I Misc Criteria DeflICSI Criteria Code: FBC 2017 COM PP Deflection in Ice Udell L14 TPI Sid: 2014 VERT(LL): -0.053 E 999 361 Rep Factors Used: No VERT(CL): 0.053 E 999 241 FT1RT:10(0)/10(10) HORZ(LL):-0.016 D - - PlateType(s): HORZ(TL): 0.034 D - - WAVE Creep Factor. 2.0 Max TC CSI: 0.830 Max BC CSI: 0.799 Max Web CSI: 0.579 Wgt: 57.4 Ibs VIEW Ver 19.01.00.0531.15 Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# live and 0# dead movable load along Top Chord, non -concurrent with any other live loads. Pudins In lieu of rigid ceiling use puriins to brace BC Q 24" Do. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL C 583 P P /- n29 /- H 611 /- /- /- 1491 /- Wind reactions based on MWFRS C Brg Width = 10.6 Min Req = 1.5 H Brig Width =- Min Req = - Bearing C is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A-B 37 -36 D-E 1049 -844 B-C 7 -7 E-F 194 -203 C-D 1059 -888 F-G 0 -100 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C-1 786 -916 I-H 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J 3 -3 E-I 943 -801 B-J 0 0 F-I 241 -434 J-K 0 0 -WARNING- Please thoroughly review the -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEDGMENT" form. orN des.. ...at.. and read notes on this Tmss Deslon DmW ne (TODI and ibe Soedalty Enolneer reference sheet before use. Unless olheWle seated on Ne MD. onN Nolne SBCA are referenoullorgenemiguldance. TPI-1 defines the responsibllides and dudes oldie Tries bntmd agreed upon in wmixi by all Parties involved. The Specialty Engineer is NOT Me 'd,04A-1 ROOF TRUSSE5 +rwww,�ounor A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 uuss cuss type Wily rly don dmula 76454 HHAP HIP 1 1 2463 AI I^--I�-2.1.7t 29Y5 Z ie•10-�i SEAT PIATE RED. I^-3'S'11 9752 r aX1� 111 1 W1 18p 52A Loading Criteria (psq Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM TCDL: 25.00 Speed: 170 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: No BCDL: 10.00 Risk Category: II FT/RT:10(0)/1O(10) EXP: D Kzt: NA Plate Type(s): Des Ld: 55.00 Mean Height: 25.00 ft WAVE NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Lac. from endwall: not in 17.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 24001-2.OE Bot chord 2x4 SP 42 Webs 2x4 SP #3:W1 2x6 SP #2 :Lt Level Return 2x4 SP #3: Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 0 pit at -3.58 to 93 pif at -0.69 TC: From 2 pit at -0.69 to 2 plf at 9.25 BC: From 2 pit at 0.00 to 2 plf at 9.25 TC: -521b Cone. Load at 0.79 TO: -148 It, Conc. Load at 1.50 TC: 4 lb Conc. Load at 3.62 TC: 2451b Conc. Load at 6.45 BC: 19 lb Conc. Load at 0.79 BC: 10lb Conc. Load at 1.50 BC: 52 lb Conc. Load at 3.62 BC: 86 Ib Conc. Load at 6.45 Loading Truss checked for 300# live and 0# dead movable load along Top Chord, non-concurtent with any other live loads. Puriins In lieu of rigid ceiling use pudins to brace BC @ 24" Do. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. Additional Notes The maximum horizontal reaction is 767# Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): -0.103 1 999 360 VERT(CL):-0.1051 999 240 HORZ(LL):-0.027 H - - HORZ(TL): 0.028 H - - Creep Factor. 2.0 Max TC CSI: 0.897 Max BC CSI: 0.663 Max Web CSI: 0.587 Wgt: 59.5 Ibs VIEW Ver. 19.01.00.0531.15 ♦ Maximum Reactions (Ibs) Gravity Nan -Gravity Lac R+ /R- /Rh /Rw /U /RL J 399 /- 1767 /- /350 11894 G 33 /-54 /- 1166 /- /- E 675 /- /767 /- 11814 M894 Wind reactions based on MWFRS J Big Width = 11.3 Min Req = 1.5 G Big Width = 1.5 Min Req = - E .Big Width = 1.5 Min Req = - Bearing J is a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 94 -90 D-E 815 -2018 B-C 75 -42 E-F 949 -2391 C-D 64 -78 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J-1 767-1894 H-G 0 0 I - H 778 -1933 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 52 -54 D-1 12B -269 B-K 5 -5 D-H 1974 -798 K-L 0 0 H-E 332 -928 C-J 317 -389 -WARNING- Please Moroughly review the"A-1 ROOF TRUSSES("SELLER°). GENERAL TERMS and CONDITIONS CUSTOMER('BUYER•) ACKNOWLEDGMENT" form. 'eriN design wameters and read notes on MID Truss basins Dra rni(mD) and Me Spedalty Engineer reference sheet before use. Unless oNenvise stated on to MO. only Alolm be used for Me TDD W be valid. As A T :sign of Me single Truss depicted on Me ,41110TRIJR69Es darned in T131-1. mmawmaa a«mia.:,axa1 RmlTawvaa A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454• Truss Truss Type Qty Ply HJ7P I HIP 1 5 1 1 06/13/2019 2538 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 ° I (-,a•a-�-ra,s-(-zsu a--�--zs•to--( saArmATE r1Ea. I - Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: It EXP: D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 24001-2.0E Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500- :Lt Level Return 2x4 SP #3: Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 0 plf at -2.99 to 93 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 pif at 9.84 TC: -103 lb Conc. Load at 1.38 TC: 180 lb Conc. Load at 4.21 TC: 403 lb Conc. Load at 7.03 BC: 38 lb Conc. Load at 1.38 BC: 60lb Conc. Load at 4.21 BC: 111 Ill, Conc. Load at 7.03 Code I Misc Criteria Gode:FBC 2017 COM TPI Std: 2014 Rep Factors Used: No FTIRT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# live and 0# dead movable load along Top Chord, non -concurrent with any other live loads. Purlins In lieu of rigid ceiling use purlins to brace BC @ 24' oc. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of-231# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long4eml deflection. + 1 fisp 1119 Deg/CSI Criteria PP Deflection in loc Udell LN/ VERT(LL): -0.176 D 669 36 VERT(CL): 0.127 D 932 24 HORZ(LL):-0.098 D - - HORZ(TL): 0.099 D - - Creep Factor: 2.0 Max TC CSI: 0.628 Max BC CSI: 0.694 Max Web CSI: 0.601 Will: 54.6 Ibs VIEW Ver. 19.01.00.0531.15 -WARNING^ Please thoroughly nniewthe°A.1 ROOPTRUSSES('SELLER•), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACI �edN tleslen eamme,ers ere read remains Mia Tmss Dadra Draalna rTDol and be SsetlalN Enalneer reference sheet before use. Unless oNerMse stated on the ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh / Rw I U I RL C 604 1- /- I- 1918 1- H 62 I-231 /- /966 P /- F 789 I- l- I- /1734 /- Wind reactors based on MWFRS C Big Width = 10.6 Min Req = 1.5 H Big Width = 1.5 Min Req = - F Brig Width = 1.5 Min Req = - Bearng C is a rigid surface. Bearing C requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 -36 D-E 806 -540 B-C 5 -4 E-F 91 -122 C-D 8W -729 F-G 263 -578 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C -1 460 -659 I- H 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J 3 -3 E-I 934 -672 B-J 0 0 F-I T75 -1921 J-K 0 0 and bracing shall be the reaWnsbility of Ne Building Designerend Contractor. All notes set out In memo and tas pre SSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines be remonsibllitles and duties Hess otherwise defined bya Can met agreed upon in writing Isiah pabes Involved. The Spedalty Engineer Is NOT the ). Altrepitallzed terns are as defined In TPI-1. writ h xnvlrvm N rvMrNtMUNvvtl(M wMm mrtniawnN0.1 RnJTucua �NTRUSSE5 /FNMICM A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 I was J17 Truss Type EJAC Qty 6 1y 105n3/1u19 2630 Loading Criteria (pa0 TCLL: 20.00 TCDL: 25:00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " T I—z'---1 Wind Criteria Wind Sid: ASCE7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psi MWFRS Parallel Dist: h/2 to In C&C Dist a: 3.00 ft Loc. from Birdwell: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x4 SP M30: Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code I Mlsc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(Ov10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Pudins In lieu of rigid ceiling use pur ins to brace BC Q 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. DefllCSl Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L## Gravity Non -Gravity VERT(LL): -0.042 C 999 360 Loc R+ I R- I Rh / Rw I U I RL €IERT(CL): 0.102 C 999 240 B 1230 I- /- /1072 /357 1689 HORZ(LL):-0.029 C - - H 1040 I- /- 1942 /617 P HORZ(TL): 0.066 C - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.994 H Brg Width = - Min Req = - Max BC CSI: 0.310 Bearing B Is a rigid surface. Max Web CSI: 0.412 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 110.6 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 66 -1 D-E 313 -1238 B-C 582-1629 E-F 331 -1114 C-D 373 -1511 F-G 191 -225 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B-J 1260-1006 I-H 671 -555 J -1 671 -555 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 F-H 826 -1000 D-J 490 -504 G-H 302 -428 J-F 695 -319 "WARNING" Please thoroughly review Me -A-1 ROOF TRUSSES(°SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' farm. verily design parameters and read notes an this Truss Design Dm ng(TDD) and the specialty Engineer reference sheet befare use. Unless otherwise stated on Me TDD; only Alpine conneaor plates shall lea used for Ma TDD robe valid. As a Truss Design Engineering (i.e. specialty Engineer), the seal an any TOO represents an acceptance of Me professional engineering responsibility, forthe design of Me single Truss depicted on Me TDD only, under TPI-1. The design assumptions, leading conditions, suimbllity and use of 0Is Truss for any Building Is the Bulltlina is Ne resoonslhlllN olthe Owner. the Qwne/s authorized anent oriha Bulldina Desioner. in the mMext of the lRC. the lBC. local builtlino tale antl TPl-1. Theaooreval Olin. '40 AA-1 ROOF Be TRUSSES srtmmreo-x *` M Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454' Truss Truss Type J17A I GABL City 11y 106113121119 2631 Loading Criteria (psq TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Y Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL 5.0 psf BCDL: 5.0 psf ,MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W3 2x4 SP #2: :Lt Slider 2x6 SP 42: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: SF PL RWO Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Hangers I Ties (J) Hanger Support Required, by others Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcument with design gravity loads. Purling In lieu of rigid ceiling use purlins to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for gable wind bracing requirements. -WARNING" Please thoroughly revlew the "A-1ROOF TRUSSES ("SELLER"),GENERAL Verily design parameters and read notes on this Tress Design Drawing (MD) and Ne Specialty Engines the Ne DeflICSI Criteria PP Deflection in foe L/defl L/# VERT(LL): -0.091 L 999 36( @`LRT(CL): 0.168 L 999 24( HORZ(LL):-0.046 L - - HORZ(TL): 0.057 L - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.583 Max Web CSI: 0.951 Wgt: 172.2 Ibs 191 C11030qiNs&l nvmlminn M MtR Tn,cus. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1230 /- A 11072 /601 /976 N 1040 /- /- /942 /948 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 N Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 68 0 G-H 540 -1070 B - C 661 -1606 H -1 547 -1039 C - D 644 -1473 1- J 639 -1034 D-E 576-1403 J.-K 38 -350 E-F 644-1351 K-L 98 -309 F-G 441 -1093 L-M 173 -143 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Coni Chords Tens. Comp B - W 1198 -1476 S - R 666 -795 W - V 1200 -1466 R - Q 666 -795 V - U 1198 -1463 Q - P 675 -803 U - T 1192 -1457 P - O 675 -803 T - S 1192 -1457 O - N 675 -803 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-X 0 0 AD-J 825 -814 F-Y 455 -424 J-AE 1159 -976 Y-Z 553 -482 AF-AG 1153 -S84 AA- S 564 -498 AH- N 1260 -1045 S-AB 695 -694 M-N 295 -388 AGAD 673 -651 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp D-W 112 -23 1-AC 189 -235 E-V 140 -114 AD-Q 261 -216 U - Y 229 -143 AE- K 92 -59 Z-G 223 -252 P-AF 83 -46 T-AA 202 -192 AG-L 357 -227 AB-R 234 -258 O-AH 217 -115 ad on the TDD, only Npine nce of Ne professional engineering s Truss for any Building Is the TPI-1. Theappmvalofthe amval of Pe TDD and anv field �aTRU55E5 A-1 Roof Trusses 4451'St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 TmSs J17T I cuss type SPEC ty ly I ucnsiiuia 2632 Loading Criteria (pair TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 1--2'+—Tra Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzb NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3:W1 2x6 SP #2: :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Hangers I Ties (J)Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 18-1-2, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): -0.129 L 999 360 Loc R+ / R- / Rh / Rw / U / RL O 1230 /- /- /1070 1271 /593 YERT(CL): 0.275 L 789 240 HORZ(LL):-0.064 H - - H 1040 /- /- 1944 1512 /- HORZ(TL): 0.145 H - - Wind reactions based on MWFRS Creep Factor. 2.0 O Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.862 H Brg Width =- Min Req = - Max BC CSI: 0.987 Bearing O is a rigid surface. Bearing O requires a seat plate. Max Web CSI: 0.484 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 116.9 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.19 A-B 112 0 O-E 391 -1311 B-C 193 -188 E-F 403 -1153 - C - D 1399 -2692 F - G 203 -191 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp O-N 981 -995 K-J 2347 -1917 C - M 2273 -1843 J -1 1053 -823 N-L 0 0 I-H 1053 -823 M - K 2373 -1937 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 0 0 K-D 548 -413 B - O 678 -550 D - J 1128 -1404 O - C 222 -1246 J - F 526 -202 C - N 1112 -1086 F - H 994 -1272 N - M 682 -637 G - H 349 -455 •'WARNING^ Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEOGMENT"form. any design parameters and read notes an this Truss Design Drawing (TDD) and the Spedalty Engineerrefemnce sheet before use. Unless otbervil statad on Me TDD, only Alpine onnedor plates shall be used for Me TDD to be vale. As a Tri Design Engineering (i.e. Spedaly Engineer), the seal on any TDD represents an acceptance of Me professional engineering asponslbllity Or Me design of the single Truss depleted on Me TDD only, under TPI-1. The design assumptions, loading conditions, suitabiliy, and use of this Truss for any Building is the A-1 RBRF �FNTRDt'a5E5 Wilding is the responsibility of the Cwner, the Owners authonxed agent or the Building Designer, Into eared of Me IRC, the IBC,(oral building cede and TIN-1. Theepprovalofthe ssppnsibllity, ofthe Owner, Me Owners authorized agent orthe Building Designer, In the oontexlof the li Me IBC, local building code and TPI-1. The approval am. TDD and any field r.arnoncwroAmwx se of Me Truss, Including handling, storage, Installatbn and baring shall be the responslbllly, of the Building Designer and Contractor. All notes setout In th TDD and Me practicesand A-1 Roof Trusses uldellnes ofthe Building Component Safety Information(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-i defines Me responsibilities and duties ofgre Truss Iesigdeq Spedety Engineer and Tass Manufacturer, unless cMemise defined by a Controdagreed upon In canting by all parties Involved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. eliding Designer or Truss System Engineer of any building. Nlesphallzedtelmsomasdefnedln TPl-1. 'mu h[02n1fi M1RMTm"m-RAnmijmNnnfthkdm,meM. inanvfmm. unmhihitwl WthoullMwtlanm,miminnMMt Rm Tncm.n. Fort Pierce. FL 3494fi Job 76454' Truss J3A Truss Type Oty Ply EJAC 6 1 1 06/13/2019 2715 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 27.73 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 SEAT PLATE REQ. �-- 1'4" 1 3- Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Lumber Top chord 2x4 SP #2 Bol chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 4-2-3, nonconcurrent with design gravity loads. Puriins In lieu of rigid calling use pudins to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Please thoroughly review the "A-1 ROOF TRUSSES r'SELLEF tars and read notes on this Truss Design Drawing (TDD) and the sp be used for the TDD to be valld. As a Truss Design Engineering (I ieslgn of the single Truss depleted on the TDD only, under TPI-1. TI ability of the Owner, the Owners authorized agent or the Building C rx , the Owners authorized agent or the Building Designer, In the C DefIICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA V�RT(CL): NA HORZ(LL): 0.003 D - - HORZ(TL): 0.006 D - - Creep Factor: 2.0 Max TIC CSI: 0.392 Max BC CSI: 0.154 Max Web CSI: 0.000 Wgt: 14.0 Ibs VIEW Ver: 1f TERMS and CONDITIONS CUSTOMER (SUVER') ACI r reference sheet before use. Unless othermse stated on the nineer). the seal on anv TDD moresents an acceotance of in parmiaalnnMAl Pmt Tnicwa. fl ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 514 /- /- 1323 /210 /211 D 58 /- /- 131 /1 /- C 363 /- /- /84 /135 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width= 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 49 0 B -C 162 -119 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0' 'd,ARU59E5 naa"wmrewvnox A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454 Truss J5 -I russ I ype Ury I Fry EJAC 2 1 UcnaraTe 2520 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00- Load Duration: 1.25 Spacing: 24.0" T 8"12 1 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP:'D Kzt NA Mean Height: 25.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft. Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 Bat chord 2x4 SP 42 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Code i Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Hangers I Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 50-8-0, nonconcurrent with design gravity loads. Purlins In lieu of rigid ceiling use pudins to brace BC @ 24" Co. Wind Wind loads based on MWFRS with additional C&C member design. 'WARNING- Please thoroughly review the"A.1 ROOF TRUSSES silly design parameters and reed rates on this Truss Design crewing (TDD) mnedor olates shall be used forrue TDD to be valld. Asa Tmss Deslan Enl 5'2"8 C 0 t I DeBICSI Criteria I ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): NA I Loc R+ / R- / Rh / Rw / U / RL HORZ(LL):-0.072 B - HORZ(TL): 0.109 B - Creep Factor. 2.0 Max TC CSI: 0.627 Max BC CSI: 0.393 Max Web CSI: 0.488 Wgt: 19.6 Ibs VIEW Ver: 19.01.00.0531.15 TERMS and CONDITIONS CUSTOMER A 498 /- /- 1238 1119 256 D 79 /- /- 166 /4 /- C 438 /- /- - 1210 /278 /- Wind reactions based on MWFRS A Brg Width =- Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1097 -1373 B - C 205 -205 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-D 2 -2 In the centered the IRC, the IBC; oral building coda and TPI-1. The approval M the TDI .I"Irnhlllty of the aulldinn Dealoner and Conhaciar. All he. aet out In the TDD and the NI rapltallmol terms ere es defined In TPI-1. In nnv form.Ix nmhihitni uitivwr an #An nw m[nnnn of A-1 and Tninans. IGMENT"fartn. Alpine tat engineering ng Is the A-t ROOF ,at oflhe aTRUSSES dany1mid "aunacaaoa"nox Ideal and Ideal Tmss A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454` Truss Truss Type Qty I Ply J7 JACK 1 13 1 Ub/13/2U19 �1 Loading Criteria (pert TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" �1 SEAT PLATE REQ. �--2 7 Wind Criteria Wind Std: , ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: If EXP: D Kzb NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE , Bot chord 2x4 SP #2 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code / III Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss checked for 300# movable concentrated load along Top Chord, between 0-0-0 to 7-0-0, nonconcument with design gravity loads. Purling In lieu of rigid ceiling use purlinsto brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Defl/CSI Criteria PP Deflection in loc Udefl L14 VERT(LL): NA §/ERT(CL): NA HORZ(LL):-0.099 C - - HORZ(TL): 0.199 C - Creep Factor: 2.0 Max TC CSI: 0.817 Max BC CSI: 0.557 Max Web. CSI: 0.108 Wgt: 33.6 Ibs VIEW Ver: 19.01.00.0531.15 "`WARNING" Please thoroughly revlew the "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER on nr—i.v &n tRm Trn.— Is 1 1 i 1 ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 679 /- /- /572 /187 1297 E 93 /- /- /80 /- /- D 478 /- /- /263 1248 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 ' Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 66 -1 C-D 221 -246 B - C 383 .695 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 1 -2 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-F 0 0 tine.. "" - engineering is the A -/ROOF �zTRU99gg ofthe uny sold o te9Beu the Truss A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454 I fuss J7P I was t ype JACK (lly I Ply U6113/2019 26 1 2691 Loading Criteria (p:rl TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE RED. F-- 2' 7' Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from,endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Code 1 Mist: Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Leading Truss checked for 3004 movable concentrated load along Top Chord, between 0-0-0 to 7-0-0, nonconcurrent with design gravity loads. Purlins In lieu of rigid ceiling use putrins to brace BC 0 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Please thoroughly review the "A-1 ofthesingleT of the Owner, In C Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell LRf Gravity, Non -Gravity VERT(LL): -0.150 F 559 360 Loc R+ / R- / Rh / Rw / U / RL B 679 /- /- 1'755 /36T /424 '$JlERT(CL):'0.260 F 323 240 HORZ(LL):-0.083 C - - E 124 /- /- /281 /176 /- HORZ(TL): 0.141 C - - D 466 /- /- 1271 1309 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.666 B Erg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.591 E Erg Width = 1.5 Min Req = - Max Web CSI: 0.220 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 36.4 lbs Bearing B requires a seat plate. Maximum Top Chord,Forcss Per Ply (Ibs) VIEW Ver: 19.01.00.0531.15 Chords Tens.Comp. Chords Tens. Comp. ' A- B 69 0 C- D 209 -282 B-C 711 -894 ne-m nM Mf Rml Tr..% Maximum Bot Chord Forces Per Ply.(Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 158 -261 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- G 0 0 C- F 467 -263 CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Unless otherwise stated on the Too, only Alpine n951 '44:c � RU99E9 pFtPLMC0PPoPAl1eM A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454' Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Truss MHV12 Wind Criteria ' Wind Std: ASCE7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height:25.00 ft TCDL: 5.0 psf BCDL: 5.0psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from Birdwell: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Truss Type VAL Code I Mlsc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Typil WAVE 9111.9 Puffins In lieu of structural panels or rigid ceiling use pudins to brace all Flat TO @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. 'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES Truss depicted on the TE r, the Owners addressed City Ply Ofi/13/21119 3 1 �— rs•B —i vi I01.5X4 DeB/DSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.011 G 999 36 VERT(CL): 0.031 G 999 24 HORZ(LL):-0.008 C - - HORZ(TL): 0.009 C - - Creep Factor. 2.0 Max TC CSI: 0.782 Max BC CSI: 0.209 Max Web CSI: 0.191 Wgt: 53.2 Ibs LSX4 2636 ♦ Maximum Reactions (Ibs), or a=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL H" 116 A A /92 146 /29 Wind reactions based on MWFRS H Brg Width = 144 Min Req = - Bearing A is arigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 156 -452 C-D 1 -1 B - C 86 162 VIEW Ver: 18.02.01A.0205.19 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-G 467 -104 F-E 495 -114 G-F 486 -111 "SELLER"), GENERAL TERMS and CONDI' and the Sol Engineer reference sheet befo nearing (i.e. Barney, Englneer), the seal on an r TPI-1. The design assumptions, leading cendit Building Designer, in the conlevd of Me IRC, the her, In Me content of Ibs IRC, the IBC, 1.1 built is responsibility of the Building Designer and Cc PI and SBCA are referenced for general quell 1 by a Contract agreed upon In writing by all par ere as defined in TickI. IM Wu fbn wnMn mmiman MA.1 amr TraAe Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 643 -592 D - E 87 -69 C-F 415 -278 UVER") ACKNOWLEDGMENT" form. stated on the TOD, only Alpine eptance of the professional engineering and Engineer la NOT the �7E MA-1 ROOF �TRUSSEN AFltlVN.CWrWunpN A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Iri Imss type ury rry ubnsauTu 76454 MHV1gg4 VAL 3 1 t-1� 911119 i 3'5"8—�{ •M o5x6 111.6x4 C D i 4'10'13 i 91113-� Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kid: NA Des Ld: 55.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0,pat Load Duration: 1.25 BCDL: 5.0 pat Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Code I Misc Criteria Code: FBC 2017 COM TPI Still 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Purling, In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc, all BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.011 G 999 361 VERT(CL): 0.031 G 999 241 HORZ(LL):-0.009 C - - HORZ(TL): 0.010 C - - Creep Factor: 2.0 Max TC CSI: 0.783 Max BC CSI: 0.228 Max Web CSI: 0.187 Wgt: 58.8 Ibs 2637 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL H' 116 /- /- /89 /47 /25 Wind reactions based on MWFRS H Brg Width = 168 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Coni Chords Tens. Comp. A- B 155 .436 C- D 0 0 B-C 83 -166 VIEW Ver: 18.02.01A.0205.19 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-G 452 -104 F-E 482 -114 G-F 470 -111 " Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 627 -592 D - E 192 .165 C - F 492 -373 "WARNING" Please thoroughly review the 'A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER")ACKNOWLEDGMENT' only design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Npine onnector plates shall be used for the TDD to be valid. Asa Truss Design Engineering Q.e. specialty Engineer), the seal on any TDD represents an acceplanoe ofthe professional engine _soosMhlliN for the design of fie slhole Truss deoioled an the TDD onN. under TPI-1. The destan assumotlons. loading conditions. suitability and use of this Truss for any Bulldlna Is the In. unnxn re,Mwm MA-1 eWT,u-- e3 //.MA-/ RBRF aTRD55E5 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type oty Ply 06/13/2019 76454 MHV15 VAL 2 1 zssa !V 15'4"10 Loading Criteria (pan TCLL: 20.00 TCDL: 25.00. BCLL: 0.00 BCDL: 10.00 DesLd: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE Purlins In lieu of structural panels or rigid ceiling use putting to brace all flat TC @ 24"oc, all BC @ 24' oc. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. I 10'5"13 DefIICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 G 999 36 VERT(CL): 0.031 G 999 24 HORZ(LL):-0.010 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.785 Max BC CSI: 0.228 Max Web CSI: 0.218 WI 63.0 Ibs ♦Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL H• 116 /- /- /87 149 /23 Wind reactions based on MWFRS H Big Width = 184 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 154 -427 C-D 0 0 B-C 81 -158 Ver. 18.02.01A.0205.19 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-G 443 -103 F-E 474 -114 G-F 461 -111 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 617 -592 D - E 250 -232 C - F 524 -438 'WARNING- Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT"fortn. runty design parameters and read notes on this Truss Design Din wing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, anly Alpine onnector plates shall be used for Me Too to be valid. Asa Truss Design Engineering(i.e. Specialty Engineer), the seal an any TOO represents an acceptance ofthe professional engineering saponsibiliry, for the design of to single Truss depleted onto TOD only, under TP[-I. The resign assumptions. loading condilons, suitability and use of Nis Truss for any Building is Me I RURF Wilding is the responsibility of the Owner, the Conners authorized agent or the Building Designer, In the mnteq of the IRC, the IBC, fora] Wiling code and TPI-1. Theapprovilofthe NTRUSSE5 xoponsibility of Me Owner, the ovmers au horned agent orthe Building Designer, In the corl ofthe IRC, the IBC, local building moo and TPI4. The approval of the TDD and any fold se ofihe Truss, Including handling,storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Ntnotessetoainihe TDDandthopmcticeaantl uldellnes m ofthe Building Component Safety lnformabon(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss A-1 Roof Trusses acigner, Specialty Engineer and Truss Manufacturer, unless oNervnse defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT Me 4451 St. Lucie Blvd. mlking DeslgnerrorTmss System Englneerof any building. Nlwpitalleedlemsareesdefinedln TP14. m hte201a MIRmf Tnw-RnnmijMinnnfthisdnmimnntinnnvfmm.unmihBMwiNnN,Mwn.n mmiatlnnnf Mf Rmf Tncw. Fort Pierce. FL 34946 Job 76454 I nlss I miss t ype MV10 VAL Vry Hly 3 1 1 Ubn JULnu 2639 Loading Criteria (pab TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 "' Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 i 4'IW12 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph.. Enclosure: Closed Risk Category: II EXP: D Kzt NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of dgid ceiling use pudins to brace BC @ 24" oc. Code I Misc Criteria Code: FBC 2017 COM TPI Sld: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. thoroughly review the "A-i ROOF TRUSSES ("SELLER"), GENERAL TERMS and 95"1 Deg/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.012 E 999 36� VERT(CL): 0.034 E 999 24� HORZ(LL):-0.007 E - - HORZ(TL): 0.009 E - - Creep Factor: 2.0 Max TCCSI: 0.658 Max BC CSI: 0.253 Max Web CSI: 0.186 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ I R- / Rh / Rw / U / RL F' 116 /- /- 194 /45 133 Wind reactions based on MWFRS F Brg Width = 120 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 153 -450 B-C 84 -168 Wgt: 40.6 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.19 Chords Tens.Comp. Chords Tens. Comp. A-E 468 -101 E-D 486 -108 ,e IBC, local t Designerand Rml Tnj a Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 625 -552 C - D 320 -188 ") ACKNOWLEDGMENT" form. on the Too, only Apine All notes set out In Me TOO and efthe Truss �l ROOF iBTRU55E5 anoawcownegiox A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 76454' 1 MV2 Truss Type VAL UTY 5 11y uonaauia 2640 Loading Criteria (pap Wind Criteria TCLL: 26.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 fit NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Purlins In lieu of rigid ceiling use purlihs to brace BC @ 24" oc. �- 1'5"1 -� 12 6 B I , 2' -{ Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. T Nt is De01CSl Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.008 B 999 36l VERT(CL): 0.021 B 999 24l HORZ(LL):-0.004 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.107 Max BC CSI: 0.185 Max Web CSI: 0.000 Wgt: 5.6 Ibs VIEW Ver. 18.02.01 A.0205.19 ♦ Maximum Reactions (Ibs), or a=PLF Gravity Non -Gravity Loc R+ / R- I Rh / Rw / U / RL D' 114 /- /- /75 122 120 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -37 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 106 -15 "WARNING" Please thoroughly review the"A-1 ROOF TRUSSES (SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT"ker"' edfy design parameters and read notes an the Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless ofhervAse stated on rue TDD, only Alpine onnector plates shall be used for the TDD to be valid. As a Truss Design Engineering fi e. Specialty Engineer), the seal on any TOD represents an acceptance of the professional engineered sponsibility for the design of he single Truss depicted on Na TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Tress for any Building is the p:y pOOF filling is the responsibility of the Owner,the w eea increment agent or rue Building Designer, In the contest of 0aIRC, the IBC, local bulling code and TPIA. The approval of the aTRUSSE5 :sporability site Owner, the Ounces authorized agent or the Building Designer, in the ante# of On IRC, the SC, local building code and TPIA. The appreval of the TDD and anyfieid ♦vmaiwcaere a wx se store Truss, Including handling, storage, Installation and bracing shall be 0e responsibility of the Building Designer and Contractor. All notes set cut In the TDD and the pathos and A-1 Roof Trusses uldellnes of the Building Component Safety lnfotmatlon(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-ldefnes the responsibilites and duties of the Tress eslgner, Specialty Engineer and Tress Manufacture, unless otherwise defined by a Contract agreed upon In writing by all parties lnv,lved. The Specialty Engineer is NOT the 4451 St. Lucie Blvd. Wilding Designer or Treas Stem Engineer of any building. All capilallzed terms ere as defined In TPI-1. Fort Pierce. FL 34946 Joe buss 76454 MV4 I russ type VAL ury 5 I ly Ui 2641 Loading Criteria (pen Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 26.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of rigid ceiling use puriins to brace BC @ 24' oc F- i 315"1 i- 3'8"8 ^}P Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C8C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. T 0 N 1 DegICSI Criteria PP Deflection in loc Lldefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.004 C - - HORZ(TL): 0.008 C - - Creep Factor: 2.0 Max TC CSI: 0.327 Max BC CSI: 0.261 Max Web CSI: 0.150 Wgt: 14.0 Ibs VIEW Ver. 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- I Rh / RW l U I RL D' 115 /- /- 187 139 129 Wind reactions based on MWFRS D Brg Width = 48.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 55 -119 Maximum Sot Chord Forces Per Ply (Ibs) Chords 'Tens.Comp. A-C 233 -33 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 272 -152 "WARNING" Please thoroughly review the"Ant ROOF TRUSSES ("SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER P'BUYER") ACKNOWLEDGMENT" form. anti, design parameters and read notes on this Truss Design DmW g (TDD) and the Spedelly Engineer reference sheet before use. Unless otherwise stated! on Me TDD, only Alpine onnederolatesslallkemdfathe TDDtobevalid. Asa Truss Desian Enaineedno(i.e. SoedallvEnalneer).the sealon anv TDD moresents an acceptance ofthe onsfesstonalenoineenno SCn published by TPI and SBCAam referenedfngenemiguldance. TPI-1 defines the responsibilities and duties se otheneisa defined by. Contrast spread upon In writing by all parties Involved. The Specialty Engineer Is NOT Me At cepsalaed tents are as defined In TPI-1. t. In anv in=. In mmnbmI w it run wnMn rermlaainn of at lmor m aR. -A-1 HOOF aTRUSSE5 • fFIYnMC0V19RTM A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 76454• Truss Truss Type MV6 VAL city my 3 1 1 Ue/1J2ulu 2642 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 .Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Wind Criteria Wind Sld: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 fit TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to In C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of rigid ceiling use pudins to brace BC @ 24" oc. i B8"8"y Code I Mlsc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. I 1 DeR/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.013 C - - HORZ(TL): 0.029 C - - Creep Factor: 2.0 Max TC CSI: 0.747 Max BC CSI: 0.542 Max Web CSI: 0.352 Wgt: 22.4 Ibs VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh /. Rw / U / RL 1 115 P P /91 143 /31 Wind reactions based on MWFRS D Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 78 -171 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 307 -49 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 400 -236 Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. burs and mad notes on this Truss Design Droving (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDo, only Alpine beusedforthe TDDlabevalld. Asa Tmss Design Emineednati.e.Sw6alNEnaineerl.thesealananv TDDrenmunMenaaeutan�athODmfessionMenalneedna upon In writing by all pad niulnnMAt Rmf Tma�a". �—MA-1 ROOF aTRUSSES A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 aeo 76454 Loading Criteria 1paf1 TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 I Mad I fuss I ype MV8 VAL Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 lit TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to In C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Puriins In lieu of rigid ceiling use pudins to brace BC @ 24" oc. ury I rry Den JfLU18 3 1 T'S-1 —{ r i 2'10"12— i 5'1"4 Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. "WARNING" "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS DoflICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 E 999 361 VERT(CL): 0.004 E 999 241 HORZ(LL):-0.005 C - - HORZ(TL): 0.006 C - - Creep Factor: 2.0 Max TC CSI: 0.593 Max BC CSI: 0.111 Max Web CSI: 0.299 Wgt: 30.8 Ibs VIEW Ver. tf I 1 2643 ♦Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F• 115 /- !- /93 144 132 Wind reactions based on MWFRS F Erg Width = 96.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 112 -416 B-C 80 -168 191Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 373 -69 E - D 407 -80 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 621 -481 C - D 349 -199 ACKNOWLEDGMENT' form. Ilty, Engineer), me seal an any TDD represents an acceptance of assumptions, loading conditions, suitability, and use of We TNe: in the contest of Me IRC, Me IBC, bcal building code and TPIA. 9 the IRC, the IBC, local building code and TPI-1. The appmval he BulldIng Designer and Connector. All notes set out u the TD aferenced for general guidance. TPIAdernestheresponsibllid aed upon In venting by all parties involved. The Specialty Engine remunen iaom MF1 Rl �A-t ROOF TRUlr5E6 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454' I MISS I MISS type PB01 GABL WLY 2 I 1y I ucnm<ein 2644 Loading Criteria (pd) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24:0" Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP 42 Webs 2x4 SP #3 1 4'9"10 D=4X4 4'9"10 I ,2 6 1113X4 C E 1113X4 ro N 2X4(A1)B F=2X4( 11 syis A G J 1114X4 11111.5X4 H 1114X4 1� Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Purling In lieu of rigid ceiling use purlins to brace BC @ 24' oc. 9'7"4 �I f'_ 1"� Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF Code: FBC 2017 COM PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.002 J 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.002 J 999 240 B• 128 /- /- /83 187 116 FT/RT:10(0)/10(10) HORZ(LL):-0.002 J - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.002 J - - B Brg Width = 115 Min Reg = - WAVE Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.226 Maximum Top Chord Forces Per Ply (Ibs) Max BCCSI: 0.097 .Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.046 A-B 26 0 D-E 321 -90 Wgt: 43.41bs B-C 122 -79 E-F 116 -123 C- D 327 -84 F- G 26 0 VIEW Ver: 18.02.01A.0205.19 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 134 -43 I-H 157 -48 J-1 157 -48 H-F 129 -51 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. D - I 16 -123 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 592 -246 H - E 592 -246 "WARNING" Please thoroughly review the"A.1 ROOF TRUSSES C'SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER-) ACKNOWLEDGMENT"form. only design parameters and read notes on his Truss Design Dawing (MD) and the Specialty Engineerreference sheet before use. Unless dmensise stated on fie MD. only Alpine onnector pates shall be used for the TDO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professidnel engineering :sponsibiliyforme design ofthe single Tmssdepided on the Milonly, under TPl-1. The design assumptions, leading conditlans, suilablllyand use ofthis Tmssforany Building is the =A_t ROOF milting is the responsibility of the Owner, me Owners authodzed agent or me Building Designer, In the contest of fie IRC, me IBC, local building code and TPIA. Theappmvaloffle d-TRUSSES ssponsibilily of me Owner, me Owners aumodzed agent or the Building Designer, in the contest of the IRC, me IBC. local building code and Tli The approval of me MD antl any faltl r.wunswnn.mv se of me Truss, including handling, storage, Installation and bracing shall be the responsiblliy, of the Building Designer and Contractor, All ndes set out In me TOD and the pmdices and A-1 Roof Trusses Wideness of me Building Component Safety lnformafon(BSCI) published by Tel and SBCA are referenced for general guidance, TPI-t defines me responsibiii0es and duties ofine Truss Iesigner, Specialty Engineer and Truss Manufacturer, unless omerwlse defined by a contact agreed upon in writing by all parties Involved. The Specialty Engineer is NOT me 4451 St. Lucie Blvd. 'milting Designer or Truss System Engineer of any building. Alleaplembedteimsareasdefnedin TPl-1. Fort PIBICB, FL 34946 nmmaM110M1fi AA RmlTmxrun-RnnrcAutlim nl Ml drc.I,mxea.In anvMmi.Ix rcMlM1ltnd wBM1mtllM vmhnnmmissim MA.l RmrTnuvee. 76454 Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 I Fuss PB02 i 64"4 'p-13 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Plating Notes All plates are 2X4(Al) except as noted. Purllns In lieu of rigid ceiling use pudins to brace BC @ 24" oc. n usb type Wry ny uoI Iafeo is VAL 38 1 64"4 D=4x4 Code I III Criteria Code: FBC 2017 COM TPI Sld: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of-263# MAX. from a non -wind load case requires uplift Connection. See Maximum Reactions. See STD DETAILS for valley, details. 10'10"14 10"131 12'8"8 q DefIICSI Criteria PP Deflection in loc L/deti L/# VERT(LL): -0.007 F 999 36( VERT(CL): 0.015 F 999 24( HORZ(LL): 0.005 F - - HORZ(TL): 0.008 F - Creep Factor: 2.0 Max TC CSI: 0.562 Max BC CSI: 0.271 Max Web CSI: 0.058 Wgt: 43.4 Ibs VIEW Ver. 18.02.01A.0205.19 2645 ♦ Maximum Reactions (Ibs), or `=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A - /-263 /- /218 1318 /155 B` 176 /- /- 1117 /89 A E - /-263 /- 1178 1249 /- Wind reactions based on MWFRS A Brg Width = 6.0 Min Req = 1.5 B Brg Width = 130 Min Req = - E Brg Width = 6.0 Min Req = 1.5 Bearings A, B, & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 295 --236 C - D 287 -276 B-C 289 -276 D-E 148 -137 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 138 -38 F-D 138 -38 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 163 -262 "WARNING" Please thomughly review the "A-1 ROOF TRUSSES CSELLER'), GENERAL TERMS and CONDITIONS CUSTOMER("6UYEW) ACKNOWLEDGMENT' form. �d-AROOF TRUSSES Asam. ,w.,oa A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 76454• Truss buss type ury I rty PB02A GABL 5 1 2473 Loading Criteria (pan TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 1- - 6'4"4 i 64"4 II Wind Criteria Wind Std: ASCE 7-10 Speed: 170. mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from Birdwell: Any GCpi: 0.18 Wind Duration: 1.60 E=-4X4 1010"14 12'8"8 Code 1 Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs), or.=PLF Code: FBC 2017 COM PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): -0.001 F 999 360 Loc R+ / R- I Rh / Rw / U / RL A 35 /- /- 178 /70 /155 Rep Factors Used: Yes VERT(CL): 0.001 E 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.002 J - - B• 122 /- I- 183 /83 /- Plate Type(s): HORZ(TL): 0.002 J - - 1 36 /- /- /24 /30 /- WAVE, Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.155 A Brg Width = 6.0 Min Rep ='1.5 Max BC CSI: 0.024 B Brg Width = 130 Min Req = - Max Web CSI: 0.084 I Brg Width = 6.0 Min Req = 1.5 Bearings A, B, & I are a rigid surface. Wgt: 51.8 IDS Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A - B 174 -173 E - F 297 -63 B-C 92 -118 F-G 141 -58 C-D 145 -108 G-H 25 -59 D-E 300 -78 H-1 31 -16 Plating Notes All plates are 1.5X4 except as noted. Loading Gable end supports 8" max take overhang. Top chord must not be cut or notched. Purlins In lieu of rigid ceiling use putting to brace BC @ 24" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-N 130 -49 L-K 175 -44 N-M 161 -46 K-,J 158 -40 M-L 175 -44 J-H 133 -35 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E-L 16 -150 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-N 341 .148 K-F 517 -221 D - M 517 -220 J - G 340 -147 "WARNING- Please thoroughly review the "A-1ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT form. the Bullding Designer and Contractor. All notes set out In Me TOO and 0e on eferenced for general guidance. TPI-1 defines the respirsibllities and dales Bed upon In writing by all parties Involved. The Specialty Engineer is NOT the PN. , nrnmssmn n1 A.1 Rmr Tmaenx_ �ZA-11 155E9 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 JOB 76454 I fuss PB03 imss type VAL uty 4 1y I U6/13%LU19 2540 Loading Criteria (p o TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Lid: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " fl 701# f 1-0"13i e'g-11 7011 LE2 , t I 8'4"4 Q 12V8 Wind. Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 H Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x6 SP #2 Webs 2x4 SP #3 :Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2: Special Loads ------(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 96 plf at -0.90 to 96 plf at 1.07 TC: From 171 plf at 1.07 to 171 plf at 1.74 TC: From 96 plf at 1.74 to 96 plf at 9.21 TC: From 171 plf at 9.21 to 171 plf at 9.88 TC: From 96 plf at 9.88 to 96 pif at 11.81 BC: From 20 plf at -0.90 to 20 plf at 11.81 TC: 701 lb Conc. Load at 1.07, 9.88 Plating Notes All plates are 2X4(Al) except as noted. Purling, In lieu of rigid ceiling use putting to brace BC @ 24" oc. Code I Misc Criteria DeR/CSI Criteria I ♦ Maximum Reactions (Ibs), or a=PLF . Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.015 F 999 360 Loc R+ I R- / Rh / Rw / U / RL A - /-310 P 1120 /392 /155 Rep Factors Used: No VERT(CL): 0.065 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.007 F - - Ge 321 /- /- 1275 /63 A Plate Type(s): HORZ(TL): 0.029 F - - E - /-306 /- /43 /311 /- WAVE Creep Factor: 2.0' Wind reactions based on MWFRS Max TC CSI: 0.700 A Brg Width = 6.0 Min Req = 1.5 Max BC CSI: 0.544 G Big Width = 130 Min Req = - Max Web CSI: 0.133 E Big Width = 6.0 Min Req = 1.5 Bearings A, G. & E are a rigid surface. Wgt: 56.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00.0531.15 A-B 329 -192 C-D 252 -71 B-C 224 -107 D-E 168 -33 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of-310# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. See STD DETAILS for valley details. "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER only design parameters and read notes en thls Tmss Design DmvMg (TDD) and the Spedelty Engineer reference sheet before use. Unless othem mnectar plates shall be used for the TDD to be valid., As a These Design Engineedng (i.e. Spedelty Engineer), the seal on any TDD represents an Maximum Bot Chord Forces Per Ply (]be) Chords Tens.Comp. Chords Tens. Comp. B-F 128 -79 F-D 128 -79 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 448 -349 llneering I he a MA-t ROOF a aTWdSSE5 rmaomcwmowaoa gold Tmss A-1 Roof Trusses wrung W an Fames nwivau. I no �peaain engineer IS NV i me 4451 St. Lucie Blvd. aa, R.T- I . Fort Pierce, FL 34946 I HISS type VAL 2y I ly I uDl Ialeu la Job Truss 76454• 1 PB03A 2543 411# 340#+ 340#411# 1'0"13 1'0�07# 34113.8-}+ --2 307T 106; i 644 + 644 fl r10"13 q 10'10'14 12'8'8 - 1013i W Loading Criteria (pall Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: F13C 2017 COM PP Deflection.in loc Udefl L/# Gravity Non -Gravity, TCDL: 25.00 Speed: 170 mph TPI Sid: 2014 VERT(LL): -0.014 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.105 F ' 999 240 A - /.440 P /128 /441 /155 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.067 F - - G• 493 /- /- /373 165 /- EXP: D Kzt NA Plate Type(s): HORZ(TL): 0.047 F - - E - /-436 /- 151 /360 /- Des Ld: 55.00 Mean Height: 25.00 it WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 0.00 TCDL: 5.0 sf P Max TC CSI: 0.779 A Brg Width = 6.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.939 G Brg Width = 130 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: h/2 to In E Brg Width = 6.0 Min Req = 1.5 C&C Dist a: 3.00 It Max Web CSI: 0.278 Max A, G, & E are a rigid surface. Loc. from endwall: not in 9.00 Wgt: 56.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Chords Tens.Comp. Chords Tens. Comp. Wind Duration:,1.60 VIEW Ver. 19.01.00.0531.15 Lumber A•B 356 -196 C-D 357 -440 B-C 205 -441 D-E 226 -65 Top chord 2x4 SP M-30 �Bot chord 2x6 #2 Webs 2z4 SP #3 We Maximum Bot Chord Forces. Per Ply (Ibs) :Lt Wedge 2x8 SP #2::Rt Wedge 2x6 SP #2: Chords Tens.Comp. Chords Tens. Comp. Special Loads B - F 158 -48 F - D 158 -48 ----(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 96 plf at -0.90 to 96 plf at 1.07 , Maximum Web Forces Per Ply (Ibs) TC: From 171 plf at 1.07 to 171 plf at 9.81 Webs Tens.Comp. TC: From 96 plf at 9.81 to 96 plf at 11.81 C - F 477 -1305 BC: From 20 plf at -0.90 to 20 plf at 11.81 TC: 411 Ib Conc. Load at 1.07, 9.88 TC: 307 lb Conc. Load at 2.13, 8.75 TC: 340 lb Conc. Load at 4.13, 5.46, 6.75 - Plating Notes All plates are 2X4(A1) except as noted. Purlins In lieu of rigid ceiling use purling to brace BC @ 24' Do. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of 440# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. See STD DETAILS for valley details. "WARNING" Please thoroughly review the "A-, ROOF TRUSSES ("SELLER"),GENERAL any, design parameters and read notes on this Truss Design Drawing (TDDI and the Specialty Enginec )nnector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty En :sponslbllity, for the design of the single Truss depicted on the TDD only, under TPI4. The design assur Unless otherwise stated on the Top, only Alpine represents an acceptance of the professional engineering inability and use of this Truss for anv Buildino Is the :nced for general guidance. TPI-ldefinesthe upon In wrlting by all parties involved. The Sipe mus,nn nr A-t RnnfTuwn. ,IlrA-/ ROOF r!TRUSSE5 •r,omowmwawnox A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01 ; A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TIC & (3) 16d Toe Nails @ BC 0 t` Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2) 16d Toe Nails ) TIC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) AIP➢61WI6£9 IGi8LLa86 nnrt¢,Ri3M FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES r 24' D.C. END WALL 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - IOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 129 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IOd (131' X 3') NAILS SPACED 6' O.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL BRACING METHOOS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED IfSTUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS " URAL .�..��.. STUD .� AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE7-98, ASCE7-02, ASCE7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF USSES FORT ERRCER o34499461 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8- TEE-LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48° O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. 41mi.+m N51§Is — my ,a190 JULY,17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-009.1010 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS 42 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A IelAsS5YI11111YY5UFSpvA ,(e, 6pEdgy&1 �9IHluttltNl'IamivatR/cesgnparamsiasanditp m-W In wq be vaB As a Tnss Ergi"aa (i ¢., Bpaiatly Eagim¢�, Ine e¢d m and N0 mpesmb m msplmm d de pdassspnal eeSTmmg 'Bditq dnwwLAkdftDw_hO¢mehaAmRNVy.Ovk NUT Def?u,,0%mWdhe RC, bMC,V*Wlld MmrWCmtraia.A0re4ssNaNntlreiWmdbpadmamdpddsfnesdNeAuitlmpCanpmantSa'eyNhmiaben(BCsnpat Wm dberm MW By a Goftfopd Wmvr*bya1pMm4d.Th 6psdadyErgnwn rnCa being OesgwaL Cw,*02016AA Rod Tmsses-RmmdmdmcfM& ud,hwkY IsW& d0.ft.pamis mhmkl RoolTrxs¢¢. GENERAL SPECIFICATIONS: 1. NAIL SIZE =3"X 0.131"=10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING N0T TO EXCEED 48"O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7.05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY If BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. xlw 05131m¢d6 wpftRWA- FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 SECURI W/( GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE =3-X 0.131'=10d 2. WOOD SCREW =3-WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24. O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 1 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48.O.C. VALLEY (TYPICAL) BASE TRUSSES VAII TRUSS V 1 II I DETAIL A (NO SHEATHING) N.T.S. EY TRUSS (TYPICAL) SEE DETAIL *A" BELOW (TYP.) GABLE END, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT =30 FEET ROOF PITCH - MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 OIJSTWO #2 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SVP TO THE ROOF W/ MAX SPACING =24' O.C. (BASE AND VALLEY) WS3 (1/4- X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF PSF ON THE TRUSSES. INTO EACH BASE TRUSS. JULY,17, 2017 I " (HIGH WIND VELOCITY) �1L STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT 30 FEET CATERGORY 11 BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24- O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UND.rt vrLL�T I n... r....I .� DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD I H I NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) LIwff s FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6' D.C. VER' STUI SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 . PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. B� ATTACH DIAGONAL BRACE TO I \ BLOCKING WITH (5) - IDd NAILS (4) Bd NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK * DIAGONAL BRACING ** L - BRACING REFER V REFER TO SECTION A -A TO SECTION B-B 24' MAX.►, / / 1OT. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF IOd NAILS SPACED 6. O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4'-0'D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH I6d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP431STUD 12'O.C. 3.8-10 5-6-11 6fi-11 11.1-13 2X4SP#31STUD i6'O.C. 3.3-10 4-9-12&fi-11 9-10-15 2X4SP#31STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4SP#2 12'0.C. 340.15 5-6-11 6-6-11 11.8.14 2X4 SP 42 1670 C. 3.&11 4.9-12 6-6-11 10-H 2X4 SP #2 24, O.C. 3-1-4 3-11-3 6.2-9 9&13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND IBRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING NAILS lOd TRUSSES ® 24' O.C. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IDd NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL FEET 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. F7 BRUARY 17, 2017 . �, � , I . �l w ,�_ v� � � STDTIL09 WITH 2X BRACE ONLY . NOTES: T-'BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO ,CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34948 n2d09-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING' 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PUES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR-2X4 2X4 T-BRACE 2X4 )-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 ]-BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 ]-BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB I SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTI-10 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772408-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRDNGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - IDd SCAB WITH (3) - 10d NAILS (0.131' X 31) NAILS (0.131' X 3'). ATTACH TO VERTICAL r WEB WITH (3) - IDd NAILS (0131' X 3') Ell wl L�4, N =4,V� IV llill BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - IDd NAILS (0431' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK � (TYPICAL SPLICE) �'(BY OTHERS) ATTACH TO CHORD WITH (2) N12 X 3' WOOD SCREWS (DRIE' OIA1 INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRDNGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 39 STAGGERED AND EQUALLY SPACED, (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z J .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 1 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 'ED' 45.00' ANGLE MAY VARY FROM 30• TO 60• THIS DETAIL IS ONLY APPLICABLE TO THE THREE ENO DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS ANGLE MAY VARY FROM 30° TO 60° NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 45.000 FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) OIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 z J .135 60 48 33 3D 20 Ln (7 .162 72 58 39 37 25 J 2 (, .128 54 42 28 27 19 F- Z Z O .131 55 43 29 28 19 W .148 62 48 34 31 21 J L0 J N Q M Z .120 51 39 27 26 17 CO ' Z .128 49 38 26 25 17 O .131 51 39 27, 26 17 0 M .148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' OIA. X 35') WITH SPF SPECIES TOP PLATE FOR WINO DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO FOR WIND DOL OF 1.60. 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL. FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE I;fAA -'1 IE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW FEB�MARY 5, 2016 TYP•2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 X 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29"0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTLI4 <r A-1 ROOF TRUSSES 4451 ST..LUCIE SLVD. FORT PIERCE, FL 34996 772-409-1010 (4) 12d TRUSS 2411 O.G. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011(21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 AlfpFl, wlgl m lmP ftxw FORUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTLI5 DAMAGED OR MISSING CHORD SPLICE PLATES 1'.. TOTAL NUMBER OF NAILS EACH X MAXIMUM FORCE (LBS) 15% LOAD DURATION FEBRUARY17,2017 SCAB APPLIED OVERHANGS STDTL16 p 'A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 4D') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12'AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.