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HomeMy WebLinkAboutTruss6ulRluu9d '/4uno:913n1 'IS 61OZ 9 1 add 98'8"- 248 17 8 " � 12'8"— 23'11 2612" H N N N N N N N N N N N a o 0 0 0 0 0 0 0 0 0 0 NOTE: BLDR. TO SCAB x x x x x x x x x x x x OVERHANG IN FIELD. *NOTE: ALL TRUSS TO WALLAND/OR TRUSS TO NC=:HEIrLHGT'SVARY DUE TO LEDGER CONNECTIONS BY BUILDER I'ITIHTOTIJAINTAINFASCIA HGT (UNLESS NOTED OTHERWISE) d E c o9�cr 12 o c o L m- m s, e & 9 ® *NOTE: ALL CEILING DROPS BELOW BEAM ARE =I = 3 L a a' Lul HLHGT. BY BUILDER (UNLESS NOTED OTHERWISE) o a a a o * NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW < o nY v 'a SQUARE i,6„ TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING cc ma � za E CUT QVH DESIGNER IS REPSONSIBLE FOR THE STRUCTURAL ow 8,,' z � W S 9 2 'A =',..c E U.L.. a A F STABILITY OF THE ENTIRE STRUCTURE.REFER TO THE F 9 � � a � c N DIVIDUALTRUSS ENGINEERING DRAWINGS FOR ¢ 9 TYPICAL ENDDETAIL I o> N a a E c �RAVITYAND UPLIFT LOADS. & L ou t 6 2 N 8 FOR BRACING & ERECTION DETAILS REFER TO w 8 -D 6 a CIA BCSI-03AND/OR ENGINEER OF RECORD �' g_ 0 5 •- . 0 a 'd Y °I�=aa �D o ® REPRESENTS THE LEFT SIDE z E, 2� _ cc OF EACH TRUSS DRAWING c - � W mpa�=fAcW ( NOTE: REFER TO USP CONNECTOR o E o cc a 3 n m CATALOG FOR INSTALLATION DETAILS) c, ro' a a -= A 2 p a LLim=N m A JUS24 H THD46 Q--- a� `a m w �' L 0 B JUS26 J MSH422 R JL261F-TZ 4' 11'8" 6' 22' t o a C THD26 K MUS26 S--- 8 M c m= z �_ p m N c o p THD26 L HJC26 T--- p ac ¢ y E THD26-2 THDH26-2 b o} c q a p q I I L E IVI U --- lGpcL `a, --- �v.� m o n.cp F THD28-2 N --- V oo�°oa'Wo= X _ Trrno�E'a�WWo:m JUS46 -- 19'0"12 I� 2' 2' , ¢ � DE N F .. ¢ TO F R WI c c For N N N N ch cn c+J o 0 o O o `� o 0 0 0 Q ¢ ¢ `�.. , . < < N N. o o a4 x N N O o o d ISH x u a4 DO �11 ¢1.4 2' �. _ <+ m 2' NOT,-.: FRA Q, 2' BU ING 6, B28G N ��-3'6" 4'8" 3,6„ 2 2 2, G p --- N N 2t95 aoa`�= 0 HBB HANGER BY BUILDER BBB BEAM BY BUILDER L w _ o W o`RE * NOTE: UPLIFT CONNECTIONS FOR ALL COMMON a a Q o E TRUSSES BEARING ON ANOTHER TRUSS TO BE LSTA12 m 'id.=- f—o p7 .�'o t :- WE STRAP (BY OTHERS) UNLESS NOTED OTHERWISE o a a a (EXCLUDES VALLEY AND PIGGYBACK TRUSSES) m aL m w a Q ao d•. c o o �B 8 Y z- 2 E.p LOADING ROOF FLOOR WIND LOAD:; B26 - N - NOTE HOLD ALL GABLES &HIGH HEEL TRUSSES U LIVE LOAD 20 4a ASCE 7-10 °m o of9 p of v �°a o �E,o u � " = -ZB23 ~c ��Naa Z B23I. B24 "" ,, DEAD LOAD 10 10 160 C T2" I I 11'8" 12'2" h0 o LIVE LOAD *10 00 CATEGORY II' 0, _ _ N II 1 I C BACK 3 4 FOR EXTERIOR WALL SHEATHING. m c� DEAD LOAD 10 a5 ENCLQ E s a / II TOTAL LOAD 4a 55 FBC - 2017 N a � a �45 B22 0 N c� I c� EXCEPT AT GARAGE TRUSSES. N o L of° a L a B21 I I Z I i I U� N z DURATION FACTOR 1.25 1.00 TPI - 2014 a.° U N I i U i I U i RE DATE BY REMARKS y Q Bzo ',� Q' o E E D I NOTE. ALL LEVEL RETURNS 3 ` O y a o L cJ1 ARE REQUIRED BY BUILDER. ---/--/--- - Y nE 8 a N N Ili, O I. I O li _ c����w B19 a ^ E01G --/--/--- - o `'U a ,C I I I �°--- r > v a� � r U). N, ....aa: �•.r&. J.. fiv � ,.. _•, ., — � 1 - B18 A'- 4)mE a C I`----'_�- --- -- -- I C E02 oo - g° o E$ a N I I i N m. ..- ._ O ATTCAREA I , - � � �' ti _ems D B17 p; 11 - ti ti - o� m i—, ,--, �, �, i—, �-. '—. �, r o FORA/ UNI c I I �. E02 s� --- - - --/-- - — o N I B DR. TOIVERZFY LOCATION 1 / F PLUMBING CHASES. = c i ° a E'L 9� w s� B16 A E02 ? ---/--/---- - N d r a w o ..,_. ,.,._.., — 10' -8' "8— N = I I o N C01G B15 `° I I F+ E03G o I._ m a 0 - - - - - - - - - N I CO2 o it is understood that above ❑APPROVED M - D L B14 MV2 :' '" conditions have been reviewed & = L L` B"^ n? ta.3 o i e I I s are acceptable for the fabrication ❑ APPROVED AS NOTEDo 3 E N I — CO2 at trusses elevations `itches B13 N overhangs, fasclas,celling REVISE AND RESUBMI a o o c I c ., elevations/pitches, bearingp K E E a N i --,r---------� -- -, B12 I I I I I conditions &all detail pertaining ❑REJECTED L o P W o 7, c o N l to this truss placement plan. No o o = o I I HOLD HGR. B Q o a o a a= 2 2 2 2 2 2 2 2 2' N I CO2 back charges will be accepted o a E°__ �° B11G I I I I UP 1-1 2 DATE �°. M s without previous written approval CG " CO2 14 2 rn.� .. ma..=. =..w B10; s B10A s = STA1R'613LNIIVG B10B ">P _ :. i N. representative. c ,m m �.u_:—.--- - s 9 REVIEWED BY a ro ¢ p B G71 �o I o 0 0 o I 1 1 s CO2 ;'ol FFr I rF�. F E~ U ro PLAN DATE ARCH. 2/14/19 STRUCT. N/A i.. B09G -.. _ >< ,.I N N N N N N N N.. n' i Z2 J a N N C M I i I ... I :. l I 'r : M B 'CO2wr- '° I I CUSTOMER TREFELNER CONSTRUCTIONB08 L a = NI 00 II I I II + B. 'CO2 owiY.m.E.uoi�y,. N c I I Z I I 2 I I c o c� JOB NAME CUELLAR HOUSE o CO2 o g m 2 Y 06 _ Tn =�@o 122 N Q I 118 I Q 122 C01G OPTION(S) ' n I '" � ' a i N N p 9 N N N C '6 C Q.- o m. B051,7 �� �r� `. I I' II o o o o. o o `D o F-o' ! a C. 3 cm� �W0.a O O COMMNTY a Cp w I d a I I I Ca Q p o Q Q Q G] Q Q I -- n I in = CORNER of ROCK RD. & HOEFFNER w o O U� I ..__..� .._.........,. B04G .. _A o �o w = o: 3 $ i I I I I ti <r c <n <n d r✓ m LOT # a P-- a c , E N I I I I ' I I ! -, `S' � --• --, r-, '--.. '--, r-. i--, i--, r-, i--, Sr =«.....� eU to O N L C. B03 d a -2 55 — � W COUNTY ST. LUCI E ° `o v WW a a" d a o `o. o 5p a I- c. x B02 c m -1 - 3'6"— —48' I 3'6"--- x BLDG BLDG o WW � ° a as a m _ L B01�G. TYPE # N i` N TE: IL ER O I ISH W _ R W =ES�� ^� F MI G I FO W DO JOB # 75466 MASTER N m c a m n S a 2' 2' 2 2' 2+ 2'` 5" N N N N v N N i ��ccowoom DRAWN SCALE W � w ❑ -`o 4 a DATE MARCH 27' 2019 0 s' o= m m N N N .. N N N ._.__.N......._.. N .,N N N".__. N.-._... L. . N. _.N ......�. LVA NTS z au o m u t- 0, Y t- O O O O O O O D O: O 6 O O O O O U U U U U U U U U U U U U U U U °Q o m m E _ ,VERIFY SPA — Q ' `p. _ L ' a = E.. m, 312 �m o� N N 1 19' 36' 15'8" 6' 22' l w g s«3��s E c� a Y U ._ 98'8" P^` r(C� , AFLORIDA CORPORATION N � = a 6 0 E . a a (� Ph 772-409-1010 / Fax 772-409-1015 _ p n 5 � o http://www.altruss.com w a ` 0 = s A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 75466 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss desigqp IuVber vC—FiL0 e t bI a by others. t Site Information: Customer Info: TREFELNER CONSTRUCTION Project Name: CEULLAR HOUSE Lot/Block: Model: CEULLAR HOUSE Address: CNR OF ROCK RD & HOEFFNER, FT PIERCE, Fbion: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. RECEIVED Name: License #: Address: City: APR 18 2019 General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Load naa� Conditions): 5T. Lucie County, Permitting Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 63 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 9548 FG01 3/27/19 13 9895 B06 3/27/19 25 10009 B14 3/27/19 2 9540 FT01 3/27/19 14 9892 B07 3/27/19 26 10003 B15 3/27/19 3 9525 A01 3/27/19 15 9956 B08 3/27/19 27 10031 B16 3/27/19 4 19520 A02 3/27/19 16 9970 B09G 3/27119 28 10041 B17 3/27/19 5 9533 A03 3/27/19 17 9974 B10 3/27/19 29 10054 B18 3/27/19 6 . 10212 A04G 3127/19 18 9658 B 10A 3/27/19 30 10062 B 19 3/27/19 7 10226 A05G 3/27/19 19 9661 B10AG 3/27/19 31 10098 B20 3/27/19 8 9742 B01G 3127/19 20 9636 B10B 3/27/19 32 110093 B21 3/27/19 9 9745 B02 3/27/19 21 9655 B10G 3/27/19 33 110078 B22 3/27/19 10 9752 B03 3127/19 22 9980 B11G 3/27/19 34 19805 B23 3/27/19 11 9848 B04G 3/27/19 23 19992 B12 3/27/19 35 19833 B24 3/27/19 12 9862 B05 3/27/19 24 10025 B13 3/27/19 36 19827 1 B25 3/27/19 Itl Y YJJ UI aYYll IytJ� Itlltll tll IVCIl navy, utltln prepaleu uyrupine cngmeerea rroaucis, inc. unoer myairectsupeMsion bWea an the parameters proAdW byA-1 RoofTrUSSeS, Ltd. Truss Design Engineer's Name: Anthony Tombo III 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 for any particular building is the responsibility of the building designer, perANSIMPI-1 See. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents) provided by the Building Designer indicating the nature and characterof the work The design criteria therein have been transferred to Anthony Tombo @ PE by [Al Roof Trusses orspecific location]. These TDDs (also refereed to at times as'Structural Delegated Engineering Documents) arespeciaty structural component designs and may be part of the projects defenedorphased submittals. As2Truss Design Engineer(ie,specialty Englneer), the seal hem and an the MD represents an acceptance of pio lonal engineering Anthony. responsibility forth@ design of the single Truss depicted on the MD only. The Building Designer Is responsibleforand shall coordinate and review the TDDs for compatibilitywith thelrwritten engineering requirements. Please review all TDDs and all related notes. 01 No '60093, m, P.E. SERIAL # . 4d36b989999e20a51b6cde8e Page 1 of 2 C A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 75466 Lumber design values are in accordance with ANSI/TPI 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 9830 B26 3/27/19 75 STDL12 STD. DETAIL 3/27/19 38 10234 B27G 3/27/19 76 STDL13 STD. DETAIL 3/27/19 39 9717 B28G 3/27/19 77 STDL14 STD. DETAIL 3/27/19 40 9473 C01G 3/27/191178 1 STDL15 STD. DETAIL 3/27/19 41 9448 CO2 3/27/19 79 STDL16 STD. DETAIL 3/27/19 42 9372 CJ1 3/27/19 43 9496 D01 G 31/27/19 44 9508 D02 3/27/19 45 9512 D03 3/27/19 46 9504 D04 3/27/19 47 9389 D05 3/27/19 48 110185 E01 G 3/27/19 49 10201 E02 3/27/19 50 10204 E03G 3/27/19 51 9413 G01 3/27/19 52 9416 G02 3/27/19 53 19407 H01 3/27/19 54 9410 H02 3/27/19 55 9432 HJ14 3127/19 56 9378 HJ3 3/27/19 57 9428 J14 3/27/19 58 9375 J3 3/27/19 59 9398 K01 3/27/19 60 9401 K02 3/27/19 61 9369 MV2 3/27/19 62 9366 V12 3/27/19 63 9362 V6 3/27/19 64 STDL01 STD. DETAIL 3/27/19 65 STDL02 STD. DETAIL 3/27/19 66 STDL03 STD. DETAIL 3/27/19 67 STDL04 STD. DETAIL 3/27/19 68 STDL05 STD. DETAIL 3/27/19 69 STDL06 STD. DETAIL 3/27/19 70 STDL07 STD. DETAIL 3/27/19 '71 STDL08 STD. DETAIL 3/27/19 72 STDL09 STD. DETAIL 3/27/19 73 STDL10 STD. DETAIL 3/27/19 74 STDL11 STD. DETAIL 3/27/19 Page 2 of 2 Job Truss Truss Type Qty Ply 03/27/2019 9525 754E5 ,;�+r, �,-� A01 GABL 1 1 2014" 204" N�SX6 M O L P K C 12 J R 6 p-,- I S %3X6 _ 0o3X6G H (a) (a) (a) F (a) (a) V E w / C D 113X6(E6)B X Y 2 �3X6(E6) Is A AA AV AU T AS AR AQ AP AO AN AM AL AK AJ a AH AG AF AE AD AC AS AK' m3X6 12X4 12X4 -3X6 SEAT PLATE REC. SEAT PLATE REC. 40'6" Loading Criteria (pso Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in IDc Udell U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.008 N 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C FA_:RT(CL): 0.008 M 999 240 B 444 /- /- /372 /235 /954 BCDL: 10.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.025 Y - AWM 89 /- /- /72 /81 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.028 Y - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 15.41 ft WAVE Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.607 AW Brg Width = 480 Min Req = - Load Duration: 1.25 BCDL: 5.0 psf Bearings B & B are a rigid " Max BC CSI: 0.B06 surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings B & B require a seat plate. C&C Dist a: 4.07 ft Max Web CSI: 0.229 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any Wgt: 305.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 A - B 69 -2 N - O 1291 -234 Lumber B - C 622 - 8D6 O - P 1110 -177 C - D 634 -782 P - Q 932 -129 Top chord 2x4 SP #2 D - E 587 -681 Q - R 760 -116 Bot chord 2x4 SP #2 E - F 540 - 600 R - S 588 -117 Webs 2x4 SP #3 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' F - G 608 -527 S - T 416 -70 :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' G - H 489 -485 T - U 407 -118 H - 1 505 - 464 U - V 246 -133 Bracing 1-1 575 -443 V - W 146 -206 (a) Continuous lateral restraint equally spaced on J - K 747 -401 W - X 194 -323 member. K-L 919 -359 X-Y 224 -485 L - M 1097 - 317 Y - Z 294 - 504 Plating Notes M - N 1279 -274 Z AA 69 -2 All plates are 1.5X4 except as noted. Maximum Bot Chord Forces Per Ply (Ibs) Puriins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: B -AV 656 -333 AL -AK 708 -323 Chord Spacing(in oc) Start(ft) End(ft) AV -AU 670 -328 AK-AJ 706 -322 BC 120 0.00 40.67 AU -AT 678 -327 AJ-AI 703 -320 Apply purlins to any chords above or below fillers AT -AS 685 -32B AI AH 700 -3'19 at 24" OC unless shown otherwise above. AS -AR 690 -325 AH-AG 700 -319 AR-AQ 694 -324 AG-AF 697 -317 Loading AQ-AP 697 -324 AF-AE 692 -316 Truss designed to support 2-0-0 top chord outlookers AP -AO 697 -324 AE-AD 687 -313 and Cladding load not to exceed 8.00 PSF one face AO -AN 700 -323 AD -AC 681 -311 and 24.0" span opposite face. Top chord must not be AN -AM 704 -323 AC -AB 672 -306 cut or notched, unless specified otherwise. AM -AL 708 -323 AB- Z 655 - 302 Wind Wind loads based on MWFRS with additional C&C Maximum Gable Forces Per Ply (Ibs) member design. Gables Tens.Comp. Gables Tens. Comp. D -AV 470 -247 AK- 0 627 -474 Additional Notes E -AU 346 - 312 AJ- P 464 - 395 See STD DETAILS for gable wind bracing F -AT 345 -319 Al- Q 346 -387 requirements. G-AS - 347 -339 AG-R 347 -370 -AR 348 -355 AF-S 348 -355 "WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo 111. P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl al connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A.f) ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPFt. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Building 1s the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the �THU55E5 responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building coda and TPIA. The approval o1 the TDD and any field on v Anthony. Tombo III, P.E. use 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 the Building Component Safety Information by TPI SBCA for TPI-1 defines duties Truss # 80083 guidelines of (BSCI) published and are referenced general guidance. the responslblli0es and of the Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon to writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright®2016 A-1 Reef Trusses -Anthony T. Tombo III, P.E. Reproducticn of this document, in any fwm, is prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 IJob Number. 75466 I Ply: 1 I SEQN: 9525 / T20 / GABL CEULLAR HOUSE Qty: 1 FROM: DRW. Tru53 LabeV- A01 Wgt: 305.2 Ibs Page 2 of 2 / ... 03/2712019 J -AQ 347 - 370 AE- U 347 - 339 K -AO 346 - 387 AD- V 345 - 319 L -AN 464 - 395 AC- W 345 - 312 M-AM 628 -474 , AB-X 469 -247 AL- N 157 -802 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' farm. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombe III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only All connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Building Is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use 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 Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer Is NOT the r Truss System Engineer of any building. Ali capitalized terms are as defined In TPI-1. 2016 A•1 Roof Trusses —Anthony T, Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the wi tlen permission of A-1 Roof Trusses —Anthony T. Tombo III, P.E. �A-f ROOF g TRU55E5 Anthony T.eTombo III, P.E. # 80083 4451 St Lucie Blvd. Fort Pierce, FL 34946 Job - Truss Truss Type Qty Ply 03/25/2019 75466 _ A02 COMN 4 1 9520 20'4" 20'4" m3X4 =1­10308 =3X8 mHO308 -3X4 SEAT PLATE REQ. SEAT PLATE REQ. 40'8" 11� Loading Criteria (psA Wind Criteria Code / Misc Criteria Def /CSI Criteria . ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.159 P 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.322 P 999 244 B 1764 /- !- /1160 /712 /477 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.059 N - - S 1764 /- !- /1160 1712 /- EXP: C Kzt: NA Plate Type(s): HORZ(fL): 0.120 N - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 15.41 ft WAVE, HS Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 2.1 NCBCLL: 10.00 TCDL: 5.0 p sf Max TC CSI: 0.814 S Brg Width = 8.0 Min Req = 2.1 Load Duration:1.25 BCDL: 5.0 sf p " Max BC CSI: 0.962 Bearings B & S are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings B & S require a seat plate. C&C Dist a: 4.07 It Max Web CSI: 0.979 Loc. from endwall: Any Maximum Top Chord Forces Per Ply (Ibs) Wgt 218.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 A - B 32 -1 G - H 1843 -1934 Lumber B - C 2377 -3168 H -1 2252 -2628 C - D 2360 -2948 I - J 2231 � 2700 Top chord 2x4 SP #2 D - E 2232 -2701 J - K 2360 -2947 Bot chord 2x4 SP M Webs 2x4 SP #3 E - F 2253 -2629 K - L 2375 -3166 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' F - G 1843 -1934 L - M 32 -1 :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - R 2561 -1810 P - O 2134 -1380 R - Q 2134 -1366 O - N 2134 -1380 Purlins Q - P 2134 -1366 N - L 2559 -1816 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 90 0.00 40.67 Apply purlins to any chords above or below fillers D - R 527 -334 P - H 804 -709 at 24" OC unless shown otherwise above. R - F 537 -290 H - N 536 -290 F - P 804 -709 N - J 526 - 333 Loading P - G 1297 -1007 Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. 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. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin= A-f ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-l. The design assumptions, loading conditions, suitability and use of this Truss for any Building lathe AOTRUSSE5 Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony Tombo III, P.E. use 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 Orl y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright®2016A.1 Roof Trusses -Anthony T. Tombo 111,P.E. Reproduction of this document, in any form, Is prohibited without the written permission ofA-1 Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03125/2019 75466 A03 I ATIC ' 5 1 1 1 9533 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " Lumber 20'4" r%.sxe SEAT PLATE REQ. SEAT PLATE REQ 40'8' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.41 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.07 ft Loc. from endwall: not in 6.50 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 :T2, T3 2x4 SP #2: Bot chord 2x4 SP #2 :B2 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' Bracing (a) Continuous lateral restraint equally spaced on member. Puriins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 73 0.00 40.67 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. BC storage loading: LL = 30.00 psf; DL = 0.00 psf; from 164-0 to 244-0. Truss supports 100# meth unit; unit centered at 204-0; supported by BC; unit width 2-0-0; supported by 2 trusses. Wind Wind loads based on MiNFRS with additional C&C member design. Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE 50# 50# DefI1CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.147 P 999 36 VERT(CL): 0.296 P 999 24. HORZ(LL): 0.074 N - - HORZ(fL): 0.150 N - Creep Factor: 2.0 Max TC CSI: 0.551 Max BC CSI: 0.995 Max Web CSI: 0.738 Wgt 267.4 Ibs VIEW Ver: 18.02.01A.0205.20 1 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1869 /- /- /1160 /712 /477 W 1869 /- /- /1160 (712 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 W Brg Width = 8.0 Min Req = 2.2 Bearings B & W are a rigid surface. Bearings B & W require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 32 -1 G-H 614 -1114 B - C 1359 - 3276 H - I 796 -1822 C - D 1360 - 3225 I - J 761 -1842 D - E 758 -1842 J - K 1361 -3225 E - F 793 -1822 K - L 1359 - 3277 F-G 615 -1114 L-M 32 -1 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2804 - 995 P - O 2570 -740 S - R 2569 -740 O - N 2569 -740 R - Q 2570 -739 N - L 2804 -1011 Q - P 2563 -740 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - S 376 - 314 U - H 570 - 954 D - T 827 -1299 U - V 552 -1120 S - T 687 -461 H - V 487 -267 T- Q 548 0 V- P 548 0 T - F 496 -286 V - N 689 -463 T - U 548 -1120 V - J 831 -1299 F - U 590 - 953 N - J 365 - 309 G - U 809 - 372 -WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering Q.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin =A-tl RRUF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions. suitability and use of this Truss for any Building is the �`=TRU55E5 Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the DEC, local building code and TPW. The approval of 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 TPI-1. The approval ofthe TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer o1 any building. Ail capitalized terms are as defined In TPI-1. Copydght02016 A-1 Roof Tmsses-Anthony T. Tombo III, P.E. Reproducdon of this document, In any form, Is prohibited Wthout the written permission of A•1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 113127121119 754,66 A04G I GABL 1 3 102121 SEAT PLATE REQ. SEAT PLATE REQ. 1'11,_3y+1_'g'1 1'9'�1 yy 7�'9'3 y12'0'12 �94'12t r� 6# 8# �20631 2086# 208 2063# 208 2104# 208 2086✓< 189 2086fF 20 2103# 337 475# 335 2063# Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 16.53 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: 4.07 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 T m 1 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes . DefI1CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.326 Z 999 360 VERT(CL): 0.67E Z 717 243 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL AS 17604 /- /- /- /4444 /- FT/RT:10(0)/10(10) HORZ(LL): 0.110 S - - AT 24686 A A A /6123 A Plate Type(s): HORZ(TL): 0.229 S - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 AS Brg Width = 8.0 Min Req = 4.9 Max TC CSI: 0.556 AT Brg Width = B.0 Min Req = 6.8 Max BC CSI: 0.858 Bearings AS & AT are a rigid surface. Max Web CSI: 0.888 Bearings AS & AT require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 1346.1 Ibs Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x6 SP 2400f-2.0E Bot chord 2x6 SP 2400f-2.DE Webs 2x4 SP #3 :W3, W4, W5, W6, W7, WB, W10, W141 W16 2x4 SP M-30: :W22 2x6 SP 2400f-2.0E: :W24 2x8 SP 2400f-1.8E: :Lt Wedge 2x6 SP #2: Nailnote Nail Schedule:0.1 31 "x3", min. nails Top Chord:1 Row @10.25" o.c. Bot Chord: 2 Rows @ 3.50" o.c. (Each Row) 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) 1/2" bolts may be used for (2) 0.131'W", min. nails on Either The Top or Bottom Chords. Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 62 pif at 0.00 to 62 plf at 9.23 TC: From 31 pff at 9.23 to 31 plf at 40.67 BC: From 20 plf at 0.00 to 20 ptf at 9.40 BC: From 10 plf at 9.40 to 10 pif at 40.67 BC: 2086 lb Conc. Load at 9.40,11A0,19.40,21.40 25.40,27.40 BC: 2063 lb Conc. Load at 13.40,36.60,38.60 BC: 2084 lb Conc. Load at 15.40 BC: 2104 lb Conc. Load at 17.40 BC: 1999 lb Conc. Load at 23.40 BC: 2103 lb Conc. Load at 29.40 BC: 3378 lb Conc. Load at 31.33 BC: 475 lb Conc. Load at 33.08 BC: 3358 lb Conc. Load at 34.84 VIEW Ver: 18.02.01A.0205.20 Plating Notes All plates are 1.6X4 except as noted. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.16 40.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind.pressure. Blocking Full Height Blocking reinforcement required to prevent buckling of members over the bearings: bearing 1 located at 0.00' Additional Notes See STD DETAILS for gable wind bracing requirements. WARNING'A reaction exceeds 20000lbs. A - B 2763.11101 I - J 1871 -7846 B - C 2919.11896 J - K 1881 -7888 C - D 2661-11124 K - L 1929 - 8002 D - E 2265 - 9579 ' L - M 1936 - 8020 E - F 1829 -7744 M - N 1800 -7344 F - G 1680 -7081 N - O 1804 -7342 G - H 1642 -6915 O - P 1795 -7315 H -1 1657 -6990 P - Q 1805 -7350 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -AB 9755 -2421 X - W 7902 -1873 AB -AA 9767 -2424 W - V 7902 -1873 AA- Z 10603 - 2590 V - U 8073 -1932 Z - Y 9835 - 2347 U - T 7549 -1833 Y - X 8382 -1981 T - S 1107 - 277 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AB- B 179 -6B6 AH- K 130 -346 B-AA 996 -224 AH-AI 238 -1043 AA- C 789 - 252 K -Al 353 -106 C - Z 341 -1055 Al- U 348 -104 ' Z - D 2476 - 621 AI-AJ 237 -1042 D - Y 653 - 2566 U -AK 1108 - 214 Y - E 3770 - 896 AJ-AK 244 -1070 E - X 682 -2891 AK- M 1185 -232 F -AC 244 -1066 AK -AL 244 -1071 G -AC 6072 -1462 M -AL 298 -1430 X -AE 431 -1769 AL- T 295 -1414 AC- X 6022 -1452 AL -AM 246 -1079 AC -AD 239 -1044 T -AN 7332 -1773 AD-AE 237 -1038 AM -AN 256 -1123 AE-1 434 -1777 AN -AO 6840 -1670 AE-AF 236 -1036 AO -AP 7708 -1885 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only 4Jpl connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin A_1 RnnF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the zTRu55E5 Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the cordext ofthe IRC, the IBC, local building code and TPI-1. The approval of the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the corde)l of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer o1 any building. All capftarized terms are as defined in TPI-1. Copyright 02018 A-1 Roof Trusses- Anthony T. Tombo 111, P.E. Reproduction of this document in any form, is prohibited without the written permission of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Number. 75466 CEULLAR HORSE Truds Label: A04G Ply: 3 Qty: 1 I Wgt: 1346.1 Ibs SEQN: 10212 / T45 / GABL FROM: Page 2 of 2 DRW. ... / ... 03/27/2019 1 AF 1816 -456 AO-AQ ' 344 -1387 AF- V 1802 - 452 AQ- R 339 -1367 AF-AG 235 -1032 AR- Q 7734 -1896 V -AH 133 -358 R - Q 1774 -7196 AG-AH 238 -1045 R - S 1886 -7646 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. AD- H 35 -7 O -AN 50 -137 AG- J 8 - 35 AP-AQ 65 -15 AJ-L 17 -71 P-AR 45 -7 AM- N 25 -102 ••WARNING" Please thoroughly review the "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 Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stafetl on the TDD, only Alp1 connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the profess(onal engineadn E_� qRUpF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for arty Building Is the ��TRUSSE5 Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPI.1. The approval of the A -- 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 TPI-1. The approval of the TDD and any flew Anthony. Tombo III, P.E. use 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 y # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the BuIldir 9 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPIA. Copyright 02016 A-1 Roof Trusses —Anthony T. Tcmbo III, P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/27121119 75466 A05G I GABL 1 3 10226 Loading Criteria (pall TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Load Duration:1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 17.90 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 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x6 SP #2 Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W1, W14 2x8 SP 2400f-1.8E: :W2, W8 2x4 SP M-30: :W7 2x4 SP #2: :W13 2x4 SP 2400f--2.OE: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.1 31 "x3", min. nails Top Chord: 1 Row @10.25" o.c. Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) 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) 1/2" bolts may be used for (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 28.67 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Def /CSI Criteria Code: FBC 2017 RES PP Deflection in loc Udefl U# TPI Std: 2014 VERT(LL): 0.149 X 999 360 Rep Factors Used: Yes VERT(CL): 0.309 X 999 240 FT/RT:10(0)/10(10) HORZ(LL):-0.037 0 - - Plate Type(s): HORZ(fL): 0.078 O - - WAVE, HS Creep Factor: 2.0 Max TC CSI: 0.596 Max BC CSI: 0.503 Max Web CSI: 0.986 Wgt: 1331.4 lbs VIEW Ver: 18.02.01A.0205.20 Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 28.67 BC: From 20 plf at 0.00 to 20 plf at 28.67 BC: 2063 lb Conc. Load at 0.90,24.10,26.10 BC: 2084 lb Conc. Load at 2.90 BC: 337 lb Conc. Load at 3.06 BC: 2104 lb Conc. Load at 4.90 BC: 150 Ib Conc. Load at 5.06, 7.06, 9.06 BC: 2086 lb Conc. Load at 6.90, 8.90,12.90,14.90 BC: 592 lb Conc. Load at 10.60 BC: 1999 lb Conc. Load at 10.90 BC: 2103 lb Conc. Load at 16.90 BC: 3536 lb Conc. Load at 18.83 BC: 381 lb Conc. Load at 20.68 BC: 3516 lb Conc. Load at 22.34 Loading Truss designed to support 2-0-0 top chord ouflookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Additional Notes See STD DETAILS for gable wind bracing requirements. T 1 .air W RM ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- ! Rh / Rw / U / RL AH 19623 1- /- !- /4723 /- BA 18031 /- P /- /4685 !- Wind reactions based on MWFRS AH Big Width = 8.0 Min Req = 5.4 BA Big Width = 8.0 Min Req = 5.0 Bearings AH & BA are a rigid surface. Bearings AH & BA require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 748 - 3061 I - J 1104 -4505 B - C 745 -3040 J - K 1321 -5370 C - D 928 - 3784 K - L 1393 - 5660 D - E 1074 -4375 L - M 1528 - 6139 E - F " 1051 -4291 M - N 1552 -6207 F - G 962 -3929 N - O 1536 -6050 G - H 988 -4028 O - P 1566 -6149 H - I 1056 -4308 P - Q 1598 - 6251 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp.. AH-AG 0 0 Z - Y 4945 -1215 . AG-AF 0 0 Y - X 5448 -1354 AF-AE 2774 -677 X - W 5448 -1354 AE-AD 3361 - 824 W - V 5485 -1392 AD -AC 3361 - 824 V - U 5485 -1392 AC -AB 3361 - 824 U - T 181 -62 AB -AA 4945 -1215 T - S 182 - 52 AA- Z 4945 -1215 S - R 182 - 52 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -AH 1462 -5990 AR- J 641 -25B9 A -Al 5313 -1296 J - Y 1646 - 464 AJ-AF 5271 -1286 Y -AS 349 -1258 AF- C 720 - 2875 AT- L 348 -1252 C -AE 2377 - 597 L - W 1119 - 305 AE- D 371 -1493 W -AU 63 - 39 D -AK 1109 - 272 AV- N 67 - 57 AL -AM 1063 - 261 N - U 91 - 465 AN -AB 1127 -276 U-AW 5833 -1474 G -AB 2281 - 564 AX-AY 5873 -1485 AB -AO 636 -2570 AZ- Q 5874 -1487 AP-AQ 653 -2636 Q - R 1455 -5637 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT, form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin �A.1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the A=TRussE5 Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the aru.na,cww".,o. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by 21 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI4. Copyright 02016 A•, Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Number. 75466 Ply: 3 SEQN: 10226 / T40 / GABL CEULLAR HOUSE Qty: 1 FROM: DRW Truss Label: A05G Wgt: 1331.4 Ibs Page 2 of 2 ... / ... 03/27/2019 i Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. Al- B 36 -77 1-AR 409 -93 AG-AJ 54 -29 AS- X 561 -128 AK- E 150 -36 K -AT 554 -127 AD -AL 193 -48 AU-V 90 -29 AM-F 674 -170 M AV 109 -33 ACAN 608 -154 AW T 269 -69 AO -AA 445 -105 AX- O 179 -45 H -AP 511 -122 AY- S 199 -43 AQ- Z 457 -106 AZ- P .186 -36 '•WARNING" Please thoroughly review the "A-1 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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A_f RaoF responsibility for the design of the single Truss depicted on the TDD only, under TPL1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the -AAITRUSSE5 Building 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 TPF1. The approval of 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 TPI-1. The approval of the TDD and any field ^ use 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 Anthony # r1tt10r1y# T.Tombo III, P.E. T. 0083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer Is NOT the Buildi 4461 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright C 2016 A-1 Roof Trusses —Anthony T. Tombo Ill. P.E. Reproduction of thla document in any form. Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/26l2019 75,466 B01 G GABL 1 1 974z Loading Criteria (peq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " .E TPIATE R- SEAT RATE RE1 31'Pe R Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.68 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.10 ft Loc. from endwall: not in 288.( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.0E: :T3 2x4 SP M-30: Bot chord 2x4 SP 2400f-2.OE :B2 2x6 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: :W2, W4, W6 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.73 1.56 TC 0 13.34 15.52 TC 24 15.52 17.70 TC 24 29.48 31.77 BC 63 0.00 31.04 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Deflection Max JT VERT DEFL: LL: 0.18" DL: 0.23". Provide for adequate drainage of roof. 4 ,7e. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RTA 0(0)/10(10) Plate Type(s): WAVE 1578 1570 Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.177 1 999 360 W_RT(CL): 0.406 1 916 240 HORZ(LL): 0.089 E - - HORZ(fL): 0.205 E - Creep Factor: 2.0 Max TC CSI: 0.633 Max BC CSI: 0.977 Max Web CSI: 0.973 Wgt: 317.1 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 13-5-12 to 17-6-12: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls:10 PSF Wind Wind loads and reactions based on MINERS. Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL AH 4330 /- /- /- /1630 1- BC 4339 /- /- /- /1636 /- Wind reactions based on MWFRS AH Brg Width = 7.2 Min Req = 3.6 BC Brg Wdth = 7.3 Min Req = 3.6 Bearings AH & BC are a rigid surface. Bearings AH & BC require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0 0 K-L 317 -1170 B - C 22 - 65 L - M 1491 -4519 C - D 2131 -6048 M - N 1535 -4634 D - E 2098 -6004 N - O 1536 -4605 E - F 2022 -5819 O , P 1597 -4807 F - G 1597 -4807 P - Q 2023 - 5821 G - H 1536 -4605 Q - R 2099 -6006 H -1 1535 -4634 R - S 2132 -6050 1-1 1491 -4518 S-T 23 -65 J-K 317 -1171 T-U 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AH-AG 5682 -2121 AB -AA 2867 -973 AG AF 5643 - 2100 AA- Z 2875 - 976 AF-AE 5645 - 2101 Z - Y 2876 - 976 AE-AD 2873 -973 Y-X 5654 -2107 AD -AC 2871 -974 X - W 5652 -2106 AC AB 2863 - 971 W - V 5692 - 2127 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -AH 126 -240 AR- L 995 -2876 AH- C 2597 -6950 AS -AB 21 -283 AG- C 308 -162 AS -AT 600 -130 C -Al 448 -900 L -AT 1816 -711 AI-AJ 467 -946 AT -AA 540 -192 AJ-AE 470 -951 AT -AU 566 -1420 AE- F 647 - 314 AT -AV 1882 - 680 AE-AL 1864 -677 AV -AY 1869 -676 F -AK 549 -1358 AW-AX 555 -1392 AL -AO 1871 -678 AY-Y 1862 -675 AM -AN 554 -1391 AZ- P 549 -1359 AO-AQ 1884 - 682 P - Y 649 - 315 AP-AQ 564 -1418 Y -BA 475 - 959 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER p'BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginearin A-t RaOF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the "ATRUSSE5 Building Is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties involved. The Truss Design Engineer Is NOT the Buildir 3 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright® 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the wdben permission of A•1 Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 3494E Job Number. 75466 I Ply: 1 I SEQN: 9742 / T9 / GABL I I CEULLAR HOUSE Qty: 1 FROM: DRW. Trugs Label: B01 G Wgt: 317.1 Ibs Page 2 of 2 / ... 03/2612019 AQ-AC 539 -191 BA -BB 472 - 954 AQ- J 1815 - 711 BB- S 453 - 908 AQ-AB 546 -172 S - W 316 -168 AQ-AS 600 -130 S - V 2604 -6962 J -AR 995 - 2876 T - V 126 - 240 AB -AT 546 -172 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. D -Al 93 - 234 AU -AV 63 -176 AF-AI 97 - 80 Z -AV 117 -112 E-AJ 16 -24 AW M 30 -217 H -AK 11 -96 AX AY 5 -45 AL -AM 5 -45 AZ-N 11 -96 1-AN 30 - 215 BA- Q 16 - 24 AO -AD 116 -114 BB- X 96 - 81 AO -AP 62 -177 BB- R 93 -235 K-AR 910 -317 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on.lhe TDD, only All connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineen. responsibility for the design of the single Truss depicted on the TDD only, under TPW. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPF1. The approval of the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the come)d of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use 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 Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the or Truss System Engineer o1 any building. All capitalized terms are as defined In TPI-1. 02016 A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Rod Trusses —Anthony T. Tombo ill, P.E. 2 �A - ROOF 01 TRUSSES Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job ' Truss Truss Type Qty Ply 13121121119 75,466 1 B02 ATIC 1 1 1 1 9745 Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber lira i ura-i•zr,z.{ SEAT MTV REQ g1� ,aa•v� Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 16.71 It WAVE TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.10 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x6 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: Plating Notes All plates are 5X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.73 2.23 TC 0 13.34 15.52 TC 24 15.52 17.70 TC 24 2B.81 31.77 BC 79 0.00 31.04 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 13-5-12 to 17-6-12: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. SVATMMREo. 1371214 DefUCSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.093 S 999 361 VERT(CL): 0.170 G 999 24 HORZ(LL): 0.034 D - - HORZ(fL): 0.063 N - - Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.973 Max Web CSI: 0.889 Wgt: 251.3 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL V 1649 /- /- /1255 /659 /445 Z 1649 /- A /1144 1583 /- Wind reactions based on MWFRS V Brg Width = 7.2 Min Req = 1.9 Z Brg Width = 7.3 - Min Req = 1.9 Bearings V & Z are a rigid surface. Bearings V & Z require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.20 I A- B 0 0 G- H 10 -155 B - C 780 -1793 H -1 872 -1917 C - D 977 -2300 I - J 841 -1976 D - E 841 -1976 J - K 980 - 2300 E - F 872 -1917 K - L 794 -1793 F-G 8 -155 L-M 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V - U 454 -440 R - Q 1120 - 502 U - T 2054 -896 Q - P 1117 -499 T - S 1327 -496 P - O 2064 - 909 S - R 1334 - 506 O - N 18 - 6 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - V 725 -1616 R - Y 657 - 590 B - U 2334 -1019 X - R 11 -299 , U - C 661 -1494 X - Y 372 - 61 C - T 227 - 341 H - Y 818 - 336 T - D 468 -216 Y - Q 364 -195 T - W 818 -375 Y - J 404 -468 D - W 403 - 636 Y - P 1015 - 325 W - S 335 - 209 J - P 298 - 291 W - F 802 -446 P - K 229 -291 W - R ' 587 - 522 K - O 661 -1494 W - X 372 - 61 O - L 2334 -1036 F-H 8B7-1461 L-N 728 -1616 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl 5 connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the.seal on any TDD represents an acceptance ofthe professional englneerin A-1 RUOF responsibility for the design of the single Truss depicted on the TDD only. under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ".649TRUSSE5 Building 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 TPI-I. The approval of the .. M 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 TPI-1. The approval of the TDD and any geld Anthony. Tombo III, P.E. use ofthe 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Builds 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized temp are as defined in TPI-1. copyright 02018 A•1 Root Trusses -Anthony T. Tombo Ill. P.E. Reproduction of this document, In any form, Is prohibited without the wdnen permission of A-1 Rood Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job a Truss Truss Type Qty Ply 03/26/2019 9752 75466 B03 ATIC 1 1 gil- (-ze•,-;r,z,00 tz,P]{-2-e•1--I F o �Slfe(R, H e 2 �BME 11't. I b � to A a 4 T, `C t R , re /010(SRS) 4X4 K T1 L M T WXS x T4 n J_ V H u T a R O P O .]XS Im r•3X4 r•M .]Xe ff2X4 ]Xa sEATF1ATE_ ( pp` t•1l' 911.1] ]t'PT 11T a11•12- + 11a 1,01t Loading Criteria (pap Wind Criteria Code ! Misc Criteria Defl/CSI Criteria • Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.006 Q 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.016 Q 999 240 N' 126 /- !- /49 /35 /17 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.006 Q - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): Des Ld: 40.00 HORZ(TL): 0.009 Q - N Brg Width = 372 Min Req = - Mean Height: 16.71 ft WAVE BearingV is a rigid surface. Creep Factor: 20. NCBCLL: 10.00 TCDL: 5.0 psf BearinV requires a seat Max TC CSI: 0.548 g q p late. Load Duration:1.25 BCDL: 5.0 psf " Max BC CSI: 0.376 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Max Web CSI: 0.544 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: 3.10 ft Loc. from endwall: Any Wgt: 282.1 Ibs A - B 0 0 G - H 82 -224 GCpi: 0.18 1 B - C 47 -136 H - I 304 - 604 Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 C - D 170 -577 I - J 167 - 380 Lumber Wind D - E 172 -380 J - K 164 -582 E - F 3- K - L 46 -13 Top chord 2x8 SP 2400f-1.8E :T1, T4 2x4 SP #2: Wind loads based on MWFRS with additional C&C F - G 83 -225 5 L - M 0 0 0 Bot chord 2x4 SP #2 :B2 2x6 SP #2: member design. Webs 2x4 SP #3 End verticals exposed to wind pressure. Deflection Maximum Bot Chord Forces Per Ply (Ibs) meets U360. Plating Notes Chords Tens.Comp. Chords Tens. Comp. All plates are 1.5X4 except as noted. V - U 76 - 59 R - Q 373 - 301 Purlins U - T 114 -77 Q - P 125 -85 T-S 119 -86 P-0 120 -77 In lieu of structural panels or rigid ceiling use purlins S - R 307 -235 0 - N 77 -59 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.73 2.67 Maximum Web Forces Per Ply (Ibs) TC 0 9.81 13.77 Webs Tens.Comp. Webs Tens. Comp. TC 24 13.77 21.24 TC 24 2B.37 31.77 B - V 116 -220 X - Y 143 - 30 BC 120 0.00 31.04 B - U 180 -111 Q - Z 209 -149 Apply purlins to any chords above or below fillers U - C 151 -571 Y - Q 1 -450 at 24" OC unless shown otherwise above. U - W 101 - 51 Y - Z 145 - 30 Collar -tie braced with continuous lateral bracing at C - W 229 -123 Z - P 598 - 575 24" oc. or rigid ceiling. E - W 620 - 528 Z -1 606 - 517 The TC of this truss shall be braced with attached W - T 622 - 569 Z - K 225 -123 spans at 24" oc in lieu of structural sheathing. W - S 187 -150 Z - 0 90 - 50 W-X 240 -31 K-O 187 -597 Loading S-X 25 -473 O-L 181 -110 Live loads applied in combination per ASCE 7 sec. F - H 298 -223 L - N 112 -207 2.4.1 use 0.75 factor for multiple live loads. X - Q 100 -73 Attic room loading from 9-11-12 to 21-0-12: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF -WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi _ connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional enginearin A-1 ROOF responsibility forthe design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 19,001TRUSSES Building 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 TPI- 1. The approval of 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 TPI- 1. The approval of the TDD and any field Anthony. Tombo III, P.E. y use 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 of the Building Component Safety Information by TPI SBCA for TPIA defines the duties the Truss # 80083 guidelines (BSCI) published and are referenced general guidance. responsibilities and of Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitar¢ed terms are as defined In TPI-1. Copyrighto2o16 A., Roof Trusses -Anthony T. Tombo III, P.E. Reproduction or Min document, in any form, Is prohibited without the written permission of A-1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job • Truss • Truss Type Qty I Ply 03/2612019 75466 1 1 B04G I ATIC 1 1 9848 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " I^174"12 11.1• 1Z4'12� -25-I-T4'1 1 1Z23 1273 }�Trl---I--Z5'-i SEAT PLATE REG. SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.59 It Loc. from endwall: not in 9.00 GCpi: 0.1 B Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T3 2x8 SP 2400f-1.8E: Bot chord 2x4 SP M-30 :B3 2x6 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.73 5.76 TC 0 12.22 16.19 TC 24 16.19 23.65 TC 24 30.12 36.60 BC 84 0.00 35.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.76 factor for multiple live loads. Attic room loading from 12-4-12 to 23-5-12: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS i 10"r- r�2P721 11L10 51 DetUCSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.521 G 825 36 6fERT(CL): 1.240 G 347 24 HORZ(LL): 0.205 F - - HORZ(rL): 0.487 F - - Creep Factor: 2.0 Max TC CSI: 0.963 Max BC CSI: 0.995 Max Web CSI: 0.998 Wgt 318.5 Ibs VIEW Ver. 18.02.01A.0205.20 Wind Wind loads and reactions based on MWFRS. Deflection Max JT VERT DEFL: LL: 0.52" DL: 0.80". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh . / Rw / U / RL AA 2184 /- /- A /695 A AF 2184 A /- A /695 A Wind reactions based on MWFRS AA Brg Width = 7.2 Min Req = 2.6 AF Brg Width = 7.3 Min Req = 2.6 Bearings AA & AF are a rigid surface. Bearings AA & AF require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0 0 H -1 1555 - 295 B - D 1162 -38B5 I - J 635 -2121 C - E 42 -127 J - K 864 - 3158 E - F 864 -3160 K - M 42 -127 F - G 635 - 2119 L - N 1162 - 3895 G- H 1557 -295 N- O 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AA- Z 52 -17 U - T 3682 -1008 Z - Y 3780 -1128 T - S 3647 -1002 Y - X 3631 - 999 S - R 3647 -1002 X - W 3631 - 999 R - Q 3779 -1128 W - V 3669 -1006 Q - P 52 -17 V - U 4846 - 858 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -AA 684 -2097 AC -AD 269 -2548 B - Z 4421 -1319 U -AE 1554 0 C - D 61 - 81 AD- U 46 - 340 Z-D 674 -2216 AD-AE 269 -2555 D - Y 952 -184 AE- T 241 0 D - E 1331 -4758 AE- J 1433 -103 Y - E 167 - 370 AE- K 729 - 2428 Y-AB 1092 -315 AE-R 1071 -312 E -AB 729 -2428 K - R 167 - 383 F -AB 1440 -104 K - L 1331 -4758 AB- W 245 0 R - L 994 -184 AB-V 1492 0 L-M 61 -81 AB -AC 265 -2484 L-Q 675 -2216 V -AC 58 - 379 Q - N 4420 -1318 G - I 965 -4249 N - P 684 -2097 AC- U 376 -339 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, onlyAlpi connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineertn A_I RDDF responsibility forthe design of the single Truss depicted on the TDD only, under TPW. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��THL155E5 Building 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 TPI-1. The approval of the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by allparties Involved. The Truss Design Engineer is NOT the BuIldir a 4451 St. Lucie Blvd. Designer or Tress System Engineer of any building. All capitalized terns are as defined In TPI-1. Copydght®2016 A-1 Roof Trusses -Anthony T. Tombo In, P.E. Reproduction of this document, in any form, Is prohiblted without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job " Truss Truss Type Qty Ply 03/27/2019 7&466 1 1 B05 ATIC . 1 1 1 1 9862 Loading Criteria (pat) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber i IZ4.12 1111 174.12-� i--25-4v1--I Im i 1M -I-4v1-1-m-i SEAT PRATE REQ. SEAT PATE Mo. 351Pe }i 1r4'12 i ill, i1r4 f2 8 4 1100 Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 16.71 ft WAVE, HS TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.59 It Loc. from endwall: not in 4.50 GCpi: 0.18 Wnd Duration: 1.60 Top chord 2x4 SP #2 :T3 2x8 SP 2400f-1.8E: Bot chord 2x4 SP M-30 :133 2x6 SP #2: Webs 2x4 SP 93 :W1 2x6 SP #2: :W2, W4 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except a's noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.73 6.42 TC 0 12.22 16.19 TC 24 16.19 23.65 TC 24 29.45 36.60 BC 89 0.00 35.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-4-12 to 23-5-12: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF lid Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.473 G 910 36 VERT(CL): 1.127 G 381 24 HORZ(LL): 0.191 F - - HORZ(TL): 0.456 F - - Creep Factor: 2.0 Max TC CSI: 0.902 Max BC CSI: 0.969 Max Web CSI: 0.B36 Wgt: 328.3 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads based on MWFRS with additional C&C member design. End verticals exposed to wind pressure. Deflection meets U360. Deflection Max JT VERT DEFL: LL: 0.47" DL: 0.74". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL AA 2133 !- /- /865 /612 /524 AF 2133 /- /- /865 /612 /- Wind reactions based on MWFRS AA Brg Width = 7.2 Min Req = 2.5 AF Brg Width = 7.3 Min Req = 2.5 Bearings AA & AF are a rigid surface. Bearings AA & AF require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0 0 H- I 1500 - 469 B - D 754 -2011 I - J 827 -2116 C-E 99 -256 J-K 916 -3170 E - F 898 - 3172 K - M 97 - 256 F-G 816 -2114 L-N 754 -2011 G- H 1502 -480 N- O 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AA- Z 496 - 504 U - T 3566 -1330 Z - Y 1964 - 837 T - S 3530 -1318 Y-X 3517-1315 S-R 3530 -1318 X - W 3517 -1315 R - Q 1964 - 757 W - V 3553 -1327 Q - P 71 - 77 V - U 4727 -1140 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-AA 836 -2101 AC -AD 616 -2442 B - Z 2810 -1007 U -AE 1574 -496 C - D 106 -104 AD- U 46 - 342 Z-D 744 -1930 AD-AE 616 -2451 D - Y 2525 -797 AE- T 231 0 D - E 1261 - 3886 AE- J 1503 -199 Y - E 482 -1357 AE- K 904 -2007 Y -AB 844 - 354 AE- R 864 - 545 E -AB 896 - 2008 K - R 499 -1359 F -AB 1510 -205 K - L 1263 -38B6 AB- W 235 0 R - L 2537 -799 AB- V 1512 -448 L - M 106 -104 AB -AC 621 -2373 L - Q 745 -1930 V -AC 187 - 380 Q - N 2810 -1006 G - 1 1600 -4174 N - P 836 -2101 AC- U 476 -456 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn q.>I RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the JORTRIUSSES Building 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 TPI­-1. The approval of the •ru>emrcwaw..o+ 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. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines o1 the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyd9ht®2016 A•1 Roof Trusses -Anthony T. Tombo Ill. P.E. Reproduction of this document. In any form, Is prohidted without the wdtten permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty I Ply 1312712119 75466 1 B06 ATIC 1 1 9895 Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " t7 iztrs I 48•1-i,o,tn i 11n11-3-i--41e•,--i-ZP° SFATRATE AEo. SEAT RATE no. 3T, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T3 2x8 SP 2400f-1.8E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: :B3 2x6 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: :W4 2x4 SP #2: Plating Notes All plates are 4X8(R) except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 6.69 TC 0 11.83 15.79 TC 24 15.79 23.26 TC 24 28.39 36.08 BC 75 0.00 35.08 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.43" DL: 0.67". Provide for adequate drainage of roof. Code / Misc Criteria Defl/CSI Criteria Code: FBC 2017 RES PP Deflection in loc Udefl U# TPI Std: 2014 VERT(LL): 0.429 E 981 361 Rep Factors Used: Yes VERT(CL): 1.030 E 408 241 FT/RT.10(0)/10(10) HORZ(LL): 0.174 D - - Plate Type(s): HORZ(fL): 0.417 D - - WAVE, HS Creep Factor: 2.0 Max TC CSI: 0.847 Max BC CSI: 0.993 Max Web CSI: 0.970 Wgt 329.7 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL W 2063 A A /809 /574 /366 L 2063 A A /809 /574 A Wind reactions based on MWFRS W Brg Width = 2.5 Min Req = 2.4 L Brg Wdth = 2.6 Min Req = 2.4 Bearings W & L are a rigid surface. Bearings W & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 433 -1186 F - G 1392 - 425 B - C 1161 -3559 G - H 796 -2057 C - D 895 -3100 H -1 894 -3097 D - E 796 -2055 I - J 1161 -3559 E - F 1394 -425 J - K 433 -1186 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W - V 370 -365 Q - P 3242 -1175 V - U 1185 -434 P - O 3208 -1164 U - T 3194 -1163 O - N 3208 -1164 T - S 3194 -1163 N - M 1185 -432 S-R 3228-1175 M-L 12 -5 R - Q 4435 - 967 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - W 766 -2045 Y - Z 459 -2268 A - V 2298 - 838 Q -AA 1600 - 426 B - V 760 -1908 Z - Q 42 - 346 B - U 2980 - 913 Z -AA 459 - 2277 U - C 608 -1807 AA- P 219 0 U - X 674 -378 AA- H 1519 -215 C - X 741 -1585 AA-1 741 -1585 D - X 1528 - 217 AA- N 741 - 515 X- S 222 0 I- N 607 -1803 X - R 1539 - 389 N - J 2980 - 913 X - Y 459 - 2196 J - M 761 -1908 R - Y 169 - 381 M - K 2298 - 838 E - G 1496 - 3966 K - L 766 - 2045 Y - Q 435 -415 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'1, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin -q.r ROOF responsibility for the design of the single Truss depleted on the TDD only, under TPF7. The design assumptions, loading conditions, sultability and use of this Truss for any Building lathe A=TRU55E5 Building lathe responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the All - responsibility 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 TPI-1. The approval ofthe TDD and arty field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Bulidir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. copyright 02016A-1 RoofTrusses- Anthony T. Tombo ill, P.E. Reproduction of this document, in any form, is prohibited without the written permission of hit Root Trusses- Anthony T. Tombo in, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 1 03/27/2019 75466 1 B07 ATIC 1 1 1 1 9892 Loading Criteria (psp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber i. 'ri,•IVre M i- Tt,•--I l4%(R) r.m(E .4xs R r.3xIo .4X12 n syxe -Bxe �4%(R) 361 i,7 i 1191- + 12 �{ Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Bot chord 2x4 SP M-30 :133 2x6 SP #2: Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 - 0.00 7.91 TC 0 11.83 15.79 TC 24 15.79 23.26 TC 24 27.17 35.08 BC 93 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. N Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Ili DefUCSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.391 E 999 360 VERT(CL): 0.93E E 448 240 HORZ(LL): 0.161 D - - HORZ(fL): 0.38E D - - Creep Factor: 2.0 Max TC CSI: 0.B00 Max BC CSI: 0.970 Max Web CSI: 0.951 Wgt 304.5 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load:15 PSF Ceiling: 10 PSF, Kneewalls:10 PSF Deflection Max JT VERT DEFL: LL: 0.39" DL: 0.62". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL U 2063 /- A /811 /577 /324 L 2063 A A /811 /577 /- Wind reactions based on MWFRS U Brg Width = - Min Req = - L Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0 0 F- G 1305 - 380 B - C 1005 -3240 G - H 785 -2047 C - D 924 -3154 H - i 924 -3150 D - E 785 - 2044 I - J 1005 - 3240 E- F 1308 - 381 J- K 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U-T 1717 -616 P-0 3204 -1146 T-S 3162-1137 O-N 3179 -1137 S-R 3162-1137 N-M 3179 -1137 R-Q 3188-1146 M-L 1717 -515 Q - P 4411 -929 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - U 102 -101 W - X 382 -2268 U - B 920 -2569 P - Y 1624 - 362 B - T 2321 -591 X - P 49 - 332 T - C 496 -1646 X - Y 382 -2278 T- V 522 - 399 Y- O 170 0 C - V 614 -1461 Y - H 1709 -295 D - V 1720 -296 Y - I 614 -1460 V-R 173 0 Y-M 633 -518 V - Q 1568 -327 I - M 495 -1639 V - W 381 -2200 M - J 2321 - 591 Q - W 156 -369 J - L 920 .-2569 E - G 1428 - 3844 K - L 102 -101 W - P 385 -365 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'I, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin aa connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p-i RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for arty Building Is the i�TRIUSSES Building is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context orthe IRC, the IBC, local building code and TPI-I. The approval of the TDD and any field AnthonyT. Tombo III, P.E. use 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 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibgNes and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer Is NOT the Buildir 9 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized tams are as defined In TPI-1. Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, is prohibited without the wditon permission of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. I Fort Pierce, FL 34946 Job ' Truss Truss Type Qty Ply 03/27/2019 75466 B08 ATIC 1 1 1 9956 Loading Criteria (ps9 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " i 17 i „00 Wind Criteria Code f Misc Criteria Wind Sid: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Sid: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 16.71 ft WAVE, HS TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: :133 2x6 SP #2: Webs 2x4 SP #3 :W2, W6 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 5X6 except as noted. (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 9.25 TC 0 11.83 15.79 TC 24 15.79 23.25 TC 24 25.84 35.08 BC 96 0.00 35.08 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers ! Ties (J) Hanger Support Required, by others 17 1 „M Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.386 E 999 361 VERT(CL): 0.927 E 454 241 HORZ(LL): 0.146 D - - HORZ(fL): 0.351 D - - Creep Factor: 2.0 Max TC CSI: 0.765 Max BC CSI: 0.991 Max Web CSI: 0.998 Wgt: 324.1 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads based on MWFRS with additional C&C member design. ', End verticals not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: 0.38" DL: 0.61". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL U 2063 /- A /811 /581 /278 L 2063 A A /811 /581 A Wind reactions based on MWFRS U Brg Width = - Min Req = - L Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 682 -2032 F - G 1242 - 349 B - C 921 -2951 G - H 781 -2052 C - D 992 - 3336 H -1 991 - 3331 D - E 781 -2049 I - J 921 -2951 E - F 1245 -350 J - K 682 -2032 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U - T 278 -278 P - O 3164 -1096 T - S 2126 -721 O - N 3138 -1088 S - R 3123 -1087 N - M 2126 -720 R-Q 3149 -1095 M-L 0 0 Q - P 4276 - 873 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - U 788 -2014 W - X 275 -2165 A - T 2766 - 929 P - Y 1577 - 337 T - B 690 -1751 X - P 63 - 289 B-S 1712 -417 X-Y 275 -2181 S- C 333 -1498 Y- O 201 0 S - V 445 -538 Y - H 2117 -430 C - V 652 -1624 Y -1 652 -1621 D - V 2132 -433 Y - N 545 - 565 V- R 206 0 I- N 331 -1487 V - Q 1532 -299 N - J 1713 -417 V - W 273 - 2111 J - M 690 -1761 Q - W 144 - 333 M - K 2766 - 929 E - G 1386 - 3772 K - L 788 -2014 W - P 346 -304 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form. verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the Too, only Alpin connector plates shag be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn i=A_1 RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions,- loading conditions, suitability and use of this Truss for any Building is the=TRU556 Building is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .... ,a. responsibility of the Owner, the Owners authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 ony guidelines of the Building Component Safety Infonnallon (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the BuIldir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright®2016A.1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, to prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job ' Truss Truss Type Qty Ply 0312712019 75,466 B09G ATIC 2 9970 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " F iz F 1111" ,7 f--10Te--1-71.16--I-T1115 i�-17 _ yy _1ii'1. 1y 12' I t'11.4 179! 1717A1 7744 6e•12 SDU 17'. Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x8 SP 240VA.BE: Bot chord 2x6 SP #2 Webs 2x4 SP #3 04 2x6 SP #2: :W7 2x4 SP #2: 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. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Plating Notes All plates are 5X6 except as noted. (") 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Hangers / Ties (J) Hanger Support Required, by others Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load:15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.40" DL: 0.49". Provide for adequate drainage of roof. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RTA 0(0)/10(10) Plate Type(s): WAVE,HS Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.401 G 999 36 W_RT(CL): 0.891 G 472 24 HORZ(LL): 0.156 A - - HORZ(fL): 0.346 A - - Creep Factor: 2.0 Max TC CSI: 0.758 Max BC CSI: 0.965 Max Web CSI: 0.874 Wgt: 709,E Ibs VIEW Ver: 18.02.01A.0205.20 Purfins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 10.07 TC 0 11.83 15.79 TC 24 15.79 23.26 TC 24 25.01 35.08 BC 120 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24-oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL U 3358 /- /- A /815 A L 3516 A A A /852 A Wind reactions based on MWFRS U Brg Width = - Min Req = - L Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 345 -1505 F - G 1244 -229 B - C 528 -2446 G - H 367 -1712 C - D 629 - 3178 H -1 622 - 3194 D - E 353 -1717 I - J 557 -2572 E - F 1239 - 229 J - K 362 -1580 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U-T 0 0 P-O 3111 -662 T - S 1575 - 363 O - N 3084 - 657 S - R 2796 -717 N - M 1654 - 381 R- Q 2822 -726 M- L 0 0 Q - P 4239 - 668 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - U 420 -1655 W - X 256 -2541 A-T 2186 -501 P-Y 1453 0 T- B 388 -1494 X- P 0 -196 B - S 1718 -322 X - Y 257 -2543 S- C 203 -1434 Y- O 407 0 S - V 202 -403 Y - H 2698 -436 C - V 465 -1815 Y - I 534 - 2138 D - V 2659 -475 Y - N 108 - 507 V-R 587 -138 I-N 124 -1169 V-Q 1413 0 N-J 1811 -344 V - W 282 - 2211 J - M 404 -1566 Q - W 7 - 236 M - K 2295 - 526 E - G 676 - 3522 K - L 438 -1735 W - P 285 -172 "WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Arpin connector plates shall be used forthe TOD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A_ll ROnF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 'dA-TRUSSE5 Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of 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 TPI-1. The approval of the Too and any field Anthony. Tombo III, P.E. use 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 Too and the practices and y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPi-1. Fort PlefCe, FL 34946 Copyright 0 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Rod Trusaes-Anthony T. Tombo III, P.E. Job ' Truss Truss Type Qty Ply 03/27/2019 75466 1 B10 I SPEC 1 1 1 1 9974 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Wind Criteria Code i Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category:11 FT/RT:10(0)H0(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 17.46 ft WAVE 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: 1.61 Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 11.87 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. ,17• ?1 w3x4 v3X4 1 r1 o•s Defl/CSI Criteria PP Deflection in IDc Udefl U# VERT(LL): 0.007 B 999 361 VERT(CL): 0.013 B 999 241 HORZ(LL): 0.002 B - - HORZ(fL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.463 Max Web CSI: 0.429. Wgt: 89.6 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ifR- /Rh /Rw /U /RL F 475 /- /- /247 /230 /- D 458 /- /- /241 /216 /- 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 142 -235 B-C 0 0 VIEW Ver: 18.02.01A.0205.20 j Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 0 0 E-D 241 -152 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - F 350 -430 B - D 243 - 386 A - E 372 -224 C - D 144 -110 E-B 248 -141 —WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verily design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn MA-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPL7. The design assumptions, loading conditions, sullability and use of this Truss for any Building is the A=TRUSSE5 Building is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .. ,. ., responsibility olthe Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safely Information (BSCI) published,by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by al parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1. Copydght 02016 A•1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any fam, Is prohibited without the written permission of A-1 Rod Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job ' Truss Truss Type Qty Ply D3127121119 I 75466 B10A COMN 1 1 9658 Loading Criteria (pst) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 'I C 94X6(R) 13'3"B T8"1 -}- 577 -{ Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 19.01 ft WAVE 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 2x8 SP 2400f-1.8E :T3 2x4 SP #2: Bot chord 2x6 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 4XB(A1) except as noted. Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 8.09 9.88 BC 48 0.12 4.14 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. DefI/CSI Criteria PP Deflection in loc Udefl U# .VERT(LL): 0.274 572 360 VERT(CL): 0.581 269 240 HORZ(LL): 0.250 E - - HORZ(fL): 0.531 E Creep Factor: 2.0 Max TC CSI: 0.429 Max BC CSI: 0.224 Max Web CSI: 0.028 Wgt: 72.1 Ibs VIEW Ver. 18.02.01A.0205.20 iX4 3X10 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 576 /- A /259 /242 /194 G 553 A A /236 /245 A Wind reactions based on MWFRS A Brg Width = - Min Req = - G Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 248 -333 D - E 175 -241 B-C 536-1117 E-F 10 -9 C - D 469 - 991 E - G 180 - 293 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 1220 -334 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F-G 71 -63 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l, GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpin m connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerin —A_>f RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��TRUSS ES Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .., responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building coda and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 ony guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the BuIldir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1. Copyright®20"," Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the written permisslon of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job ' 75466 ' Truss Truss Type B10AG I MONO 1ty IPly 103/2712019 9661 Loading Criteria (peq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " 0 3) T fM 1 ._ R i 3'3" �-- 17"8 —17'8 946# Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FB_C 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: No Risk Category: 11 FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 17.49 It WAVE 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 #2 Bot chord 2x8 SP 2400f-1.8E Webs 2x4 SP #3 Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 3.25 BC: From 20 plf at 0.00 to 20 plf at 3.25 BC: 946 lb Conc. Load at 1.63 Puriins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 39 0.00 3.25 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers ! Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. L t 1 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): -0.000 B 999 360 Loc R+ / R- ! Rh / Rw / U / RL VERT(CL): 0.000 B 999 240 D 607 /- /- /- /290 A HORZ(LL): -0.000 B - - C 607 A /- A 1290 /- HORZ( L): 0.000 B - - Wind reactions based on MWFRS Creep Factor: 2.0 D Brg Width,= - Min Req = - Max TC CSI: 0.190 C Brg Width = - Min Req = - Max BC CSI: 0.214 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.044 Chords Tens.Comp. Wgt: 26.6 Ibs I A - B 40 - 52 VIEW Ver. 18.02.01A.0205.20 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. D - C 17 -11 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-D 79 -101 B-C 77 -98 A-C 7 -12 f -WARNING— Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise staled on the TDD, only AIpI connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p->f ROOF responsibility forthe design of the single Truss depicted on the TDD only, under TPI-11. The design assumptions, loading conditions. suitability and use of this Truss for any Building Is the .19ANTRI SSE5 Building 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 TPI-11. The approval of the ."..s,. 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 TPI-11. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 0 2016 A-1 Roof Truses—Anthony T, Tombo Ill, P.E. Reproduction of this document, In any form. Is prohibited xithout the wdden permission of A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. I Fort Pierce, FL 34946 Job ' Truss Truss Type Qty Ply 1 1312512019 75466 1 B106 I FLAT 1 1 1 1 9636 Loading Criteria (psp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 17.46 ft TCDL: 5.0 psf BCDL: 5.0 psf 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 It Bearing Leg 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 101 0.00 6.71 BC 32 6.71 9.38 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Shim all supports to solid bearing. A4X4 mjX4 o3X� ..Sx6 R3X6 Fi 6'6'9 27-15 --1 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT.10(0)/10(10) Plate Type(s): WAVE Defl1CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.007 B 999 361 VERT(CL): 0.014 B 999 241 HORZ(LL): -0.003 A - - HORZ(rL): 0.006 A - - Creep Factor: 2.0 Max TC CSI: 0.407 Max BC CSI: 0.474 Max Web CSI: 0.379 Wgt 77.0 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL F 393 !- A /219 /182 A D 381 A A /210 /17B A Wind reactions based on MWFRS F Brg Width = - Min Req = - D Big Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 113 -1D5 B-C 89 -138 VIEW Ver: 18.02.01A.0205.20 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 217 -141 E-D 1 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - F 232 -32 B - E 387 -345 F -A 1530 -1623 E - C 396 -255 F-B 0 -69 C-D 284 -381 —WARNING— Please thoroughly review the, "A-1 ROOF TRUSSES ("SELLER'I, GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _ Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering ii.e. Specialty Engineer), the seal on any Too represents an acceptance ofthe professional engineedn �A-1 RIOOF responsibility forthe design ofthe single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��TRIUSSE5 Building is the responsibility ofthe Owner, the Owners authorized agent orthe Building Designer, in the contend of the IRC, the IBC, local building code and TPI-1. The approval ofthe ,�. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI.1. The approval ofthe TDo and any field Anthony ^Tombo III, P.E. use of the Tress, Including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and on y guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Tress Design Engineer is NOT the Buildir g 4451 St Lucie Blvd. Designer or Tress System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright® 2016 A-1 Rnaf Trusses —Anthony T. Tombo III, P.E. Reproduction of this document In any form. Is prohibited without the written permission of A•1 Roof Trusses —Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946 Job ' Truss Truss Type Qty Ply 03/25/2019 9655 75466 B1013 HIPM 1 1 576# 17"8 17-8 1'1f 1"13 1 1'3"3 12 6 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " I k 1 E D 1113X6(R) 83X6(R) Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: No Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 17.98 it WAVE 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: 0.1 B Wind Duration: 1.60 Lumber Top chord 2x6 SP #2 :T2 2x4 SP #2: Bot chord 2x6 SP #2 Webs 2x4 SP #3 Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at 0.00 to 62 plf at 3.25 BC: From 20 plf at 0.00 to 20 plf at 3.25 TC: 576 Ib Conc. Load at 1.62 BC: 458 lb Conc. Load at 1.62 Puriins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 1.98 BC 39 0.00 3.25 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others i 458# Def /CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.002 B 999 361 VERT(CL): 0.004 B 999 241 HORZ(LL): 0.002 B - - HORZ(TL): 0.004 B - - Creep Factor. 2.0 Max TC CSI: 0.174 Max BC CSI: 0.481 Max Web CSI: 0.385 Wgt: 57.4 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 651 /- /- /- /319 /- D 651 /- /- /- /319 A Wind reactions based on MWFRS E Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 9 -5 B-C 18 -24 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. E-D 63 -35 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - E 96 -158 B - D 203 - 368 E - B 133 -240 C - D 26 -27 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Apt connector plates shall be used for lhe_TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance o1 the professional engineedn =f n A-RaF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��TRUSSES Building Is the responsibility of the Owner, the Owners authorized agent or the Building. Designer, In the context of the IRC, the IBC, local building code and TPI-I. The approval oft .." responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd. Designer or Tress System Engineer of any building. AR capitalized terms are as defined in TPI-1. Copydght® 2016 A-1 Roof Trusses —Anthony T. Tombo 111, RE, Reproduction of thle document, In any form. Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply _ 03127/2019 75,466 B11 G ATIC 1 2 9980 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 1 1 11,11 1- 17 1 I•---176'to ^I^-4BY4--1 4eY4 1 12'e'10 --I 12 R �eX6(R) 5%9 9 OG 1�5%6 14X4(i) -axe 13X6' © 204%sxG Wf4(R) B C DE F J XL M.,era R 1AA t AA ©: .r. _Sl. -, - 111 ._� .110[14 13X4 r.4X4 .011 13X4 -BX14 I-�-17 I 1y 111'1 yy -1- 17 11'1f'4 178N 17171C1 ��}^`i-73'�47+rB'9'12-� 90 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.51 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 :T2 2x8 SP 2400f-1.8E: :T3 2x4 SP #2: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W4 2x6 SP #2: :W7 2x4 SP M-30: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail 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. Plating Notes All plates are 4X6(R) except as noted. Hangers I Ties (J) Hanger Support Required, by others Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Code I Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)110(10) Plate Type(s): WAVE DefUCSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.306 1 999 360 W_RT(CL): 0.685 1 614 240 HORZ(LL): 0.137 D - - HORZ(fL): 0.306 D - - Creep Factor: 2.0 Max TC CSI: D.B06 Max BC CSI: 0.B97 Max Web CSI: 0.968 Wgt: 771.4 Ibs VIEW Ver. 18.02.01A.0205.20 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) TC 24 0.00 11.85 TC 0 11.85 15.79 TC 24 15.79 35.08 BC 120 0.00 35.0E Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: 0.31" DL: 0.38". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL Y 3378 !- /- /- /815 /- P 3536 /- P /- /852 !- Wind reactions based on MWFRS Y Brg Width = - Min Req = - P Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 268 -1177 H -1 1329 -237 B - C 396 -1851 I - J 362 -1749 C-D 415 -2108 J-K 517 -2731 D - F 523 - 2696 J - L 91 - 385 E-F 83 -402 K-M 414 -2114 F - G 355 -1753 M - N 417 -1944 G - H 1325 - 236 N - 0 282 -1236 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Y- X 0 0 T- S 2774 - 567 X - W 1234 -282 S - R 2641 - 543 W - V 2359 - 615 R - Q 1295 - 297 V-U 2474 -641 Q-P 0 0 U - T 3926 - 588 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - Y 420 -1665 AA -AB 163 -2165 A - X 1982 -451 T AC 1490 0 X - B 391 -1526 AB- T 0 -199 B - W 1498 -275 AB -AC 163 -2167 W - C 148 -1148 L -AC 66 -197 W - Z 241 -530 K - L 1461 -223 C - Z 842 - 56 AC- S 369 0 E - Z 40 -195 AC- M 545 0 D - E 1435 -242 AC- R 138 -751 Z - V 550 -131 li 71 - 867 Z- U 1448 0 R- N 1575 - 292 Z -AA 189 -1822 N - Q 407 -1596 U -AA 6 -245 Q - 0 2081 -474 G - I 698 - 3702 O - P 438 -1745 AA- T 296 -176 "WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn m A-1 ROOF responsibility for the design of the single Truss depicted on the TDD only. under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the =TRUSSES Building 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 TPF1. The approval of the aureo.cwcourn. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony Tombo III, P.E. use 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 TOO, n and the practices and y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the BuIldir 3 4451 St. Lucle Blvd. Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1. Fort Pierce, FL 34946 Copyright ® late A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohidted w{thout the written permission of A.1 Roof Trusses -Anthony T. Tombo III, P.E. Job ' Truss Truss Type Qty Ply 03/27/2019 75466 B12 I ATIC 1 1 9992 Loading Criteria (pap TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " �17 11111— -)• 17� 14vu)75"14----3514--F 14TID� 23Xe .6Xe .3xe .3xio WX16 -ws -axe —17 i 1111' 1 17 -{ R Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 16.71 ft WAVE TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber . Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Bot chord 2x4 SP #2 :B3 2x6 SP #2: Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 11.85 TC 0 11.85 15.79 TC 24 15.79 35.08 BC 112 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others 1sal Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.156 F 999 360 VERT(CL): 0.355 F 999 240 HORZ(LL): 0.055 A - - HORZ(fL): 0.154 A - - Creep Factor., 2.0 Max TC CSI: 0.663 Max BC CSI: 0.975 Max Web CSI: 0.988 Wgt: 340.9 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF ♦ Maximum Reactions (Ibs) ' Gravity Non -Gravity Loc R+ !R- !Rh /Rw /U /RL W 2103 /- !- /779 /461 /113 N 2103 !- /- 7779 /461 /- Wind reactions based on MWFRS W Brg Width = - Min Req = - N Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 444 -1279 G - H 496 - 38 B - C 712 -2341 H -1 70T -2045 C - E 696 -2356 I - J 694 -2350 D - E 182 -362 I - K 183 -366 E - F 700 -2043 J - L 712 -2339 F - G 497 -40 L - M 444 -1279 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind W-V 113 -113 R-Q 1481 -630 V - U 1460 - 547 Q - P 1468 - 550 Wind loads based on MWFRS with additional C&C U - T 1460 -547 P - O 1468 -550 member design. T- S 1476 - 528 O- N 0 0 End verticals not exposed to wind pressure. S - R 2626 -419 Deflection Maximum Web Forces Per Ply (Ibs) Max JT VERT DEFL: LL: 0.15" DL: 0.26". Provide for Webs Tens.Comp. Webs Tens. Comp. adequate drainage of roof. A - W 821 - 2054 Y - Z 245 - 589 A - V 2307 - 802 R -AA 1856 -14 V-B 733-1819 Z-R 14 -425 V - X 527 -403 Z -AA 248 - 594 B - X 1819 -438 K -AA 468 - 674 D - X 467 - 670 J - K 200 -113 C - D 199 -110 AA- Q 255 0 X - T 260 0 AA- L 1815 -438 X - S 1763 -10 AA- 0 506 -411 X - Y 322 -487 L - 0 732 -1815 S - Y 41 -461 0 - M 2307 - 802 F - H 783 -2893 M - N 821 -2055 Y - R 379 -327 —WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin 99 connector plates shall be used for the TOD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn �A-11 RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '0910�=TRUSSES Building 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. The approval of the r responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building coda and TPI-1. The approval ofthe TDD and any field Anthony.^Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized terms are as defined In TPI-1. Copyright 02016 A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. Reproduction of this document, in any form, Is prohibited without the wdtten pennisslcn of A-1 Rod Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 75466 ' Truss Truss Type B13 ATIC 1ty I Pry 103/2712019 10025 Loading Criteria (p60 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " I 1 11,11- - 17 •1 —1s190 2'1°14 i 21'1/ 164'10 � 12 Essm 11"R) M1e6(R) n , T1 "(R) I I �1 �Iifi Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 ft Loc. from endwall: 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 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. (") 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 35.08 BC 106 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers i Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. .6xe ss�a6 P �Zo -4X16 ss3os .6w N Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 171 Def 1CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.319 N 999 36 VERT(CL): 0.815 N 516 24 HORZ(LL): 0.032 A - - HORZ( L): 0.100 A - Creep Factor: 2.0 Max TC CSI: 0.659 Max BC CSI: 0.989 Max Web CSI: 0.954 Wgt: 338.8 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 124-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.32" DL: 0.53". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL S 2086 /- /- /763 /490 /71 J 2086 /- P /763 /490 P Wind reactions based on MWFRS S Brg Width = - Min Req = - J Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 398 -1133 E - F 581 -1106 B - C 669 - 2128 F - G 629 -1983 C - D 632 -1995 G - H 659 - 2127 D - E 581 -1107 H -1 398 -1133 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S-R 71 -71 N-M 1299 -479 R - Q 1293 -485 M - L 1296 -486 Q - P 1293 -485 L - K 1296 -486 P- O 1298 -478 K- J 0 0 O - N 2352 -375 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - S 828 - 2038 E - X 902 - 385 A - R 2204 -774 X - F 238 -1135 R-B 731 -1813 X-Z 63 -153 R - U 664 - 358 N -AB 1872 - 63 B - U 1846 -486 Y - N 14 -428 C - T 439 - 576 Y -AB 293 - 496 T-U 515 -719 F-Z 240 -302 T-V 59 -201 Z-AA 62 -212 U - P 274 0 G -AA 440 - 578 U-O 1778 -55 AA -AB 516 -722 U - W 364 -393 AB- M 270 0 V - D 240 -302 AB- H 1844 -485 V - X 72 -142 AB- K 650 - 361 D-X 241 -1147 H-K 730 -1810 O - W 55 -466 K -1 2204 -774 W - N 385 - 341 I - J 828 -2038 W-Y 291 -491 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verity design parameters and read notes on this Truss Design Drawing (TOD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineerin �� p-� ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the AA-4 Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context olthe IRC, the IBC, local building code and TPI.1. The approval of the . ., responsibility of the Owner, the Owners authorized agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St Lucie Blvd. Designer or Truss System Engineer of any building. Ail capitalized terms are as defined In TPI-1. Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 75466 Truss B14 Truss Type ATIC Qty I Ply 1 03/27/2019 10009 Loading Criteria (Ps0 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber k17 i 11'1. i 17 1 �term�l�t-fir. tsrto� 12 6� 14X6(R) ssan 'Y" �M 14Jt6(a) A a C a¢ �j((�F'sxw¢a.¢� e a I `I..�I a .6Xe .5" �U10 MX16 11.5X4 L �W i 17 i 1111" i 17 - Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 ft 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 :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. (1) - plates so marked were sized using D% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 35.08 BC 99 0.00 35.08 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind.pressure. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in IDc Udefl U# VERT(LL): 0.164 D 999 36 VERT(CL): 0.393 D 999 24 HORZ(LL): 0.041 A - - HORZ(rL): 0.123 A - - Creep Factor: 2.0 Max TC CSI: 0.661 Max BC CSI: 0.966 Max Web CSI: 0.973 Wgt: 378.0 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.16" DL: 0.24". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL S 2086 /- A /742 /511 /25 J 2086 /- P /742 /511 A Wind reactions based on MWFRS S Brg Width = - Min Req = - J Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A"- B 364 -1035 E - F 1409 - 3218 B - C 578 -1891 F - G 1046 -2497 C - D 1046 -2499 G - H 578 -1890 D - E 1410 -3221 H -1 364 -1035 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords, Tens. Comp. S - R 25 - 25 N - M 1294 - 521 R - Q 1286 -505 M - L 1290 - 511 Q - P 1286 - 505 L - K 1290 - 511 P-O 1292 -516 K-J 0 0 O-N 2311 -361 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - S 825 -2038 W - X 95 -180 A - R 2164 -760 E - X 1917 - 870 R - B 727 -1806 F - X 945 -1878 R - U 597 -433 X - G 760 -495 B-U 1712 -415 X-Z 23 -64 T - U 467 - 655 N -AA 1844 - 95 T - C 462 -606 Y - N 11 -421 T - W 22 -61 Y -AA 157 - 648 U- P 274 0 G- Z 462 - 608 U - O 1755 - 85 Z -AA 468 - 658 U - V 224 - 549 AA- M 271 0 C - W 758 -494 AA- H 1710 -414 O - V 64 -460 AA- K 583 -437 V - N 387 - 348 H - K 726 -1803 V - Y 155 -643 K -1 2164 -760 W - D 946 -1862 I - J 825 -2038 W - E 1922 - 871 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES .("SELLER' ), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOO) and4he Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only AIpI �, connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin =A_� RUOF responsibilhy for the design of the single Truss depicted on the TDD only, under TP41. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the. -TRUSSES Building 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 TPI-1. The approval of the .ram 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. CopyrightO 2016 A-1 Roof Trusses —Anthony T. Tombo 111.P.E. Reproduction of this document, in any form, Is prohibited without the written permissionofA-1 Roof Trusses—Amhony T. Tombo 111, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03l27/2019 75466 B 15 ATIC 1 1 10003 �,r + ,r,• ,z—I 351- 11'X6(R) 94)6(R) '3U NIP4 24)y6(R) 114X6(R) r� a Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 16.90 It NCBCLL: 10.00 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: 3.51 ft 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 :W1, W2, W5 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 98 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. MISS -d p O P O N M L K J I7X8(R) H.5)(4 r•3X10 �"is 31.5X4 �7X6(R) R Code I Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0:'Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.12" DL: 0.18". Provide for adequate drainage of roof. Additional Notes Truss must be installed as shown with top chord up. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.122 E 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.281 E 999 240 S 1999 /- 1- /729 /527 1- HORZ(LL): 0.034 A - - J 1999 !- /- /729 /527 /- HORZ(fL): 0.092 A - - Wind reactions based on MWFRS Creep Factor: 2.0 S. Brg Width = - Min Req = - Max TC CSI: 0.555 J Brg Width = - Min Req = - Max BC CSI:. 0.977 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.970 Chords Tens.Comp. Chords Tens. Comp. Wgt: 371.0 Ibs A - B 328 -913 E - F 840 -2115 B-C 513 -1668 F-G 840 -2115 VIEW Ver: 18.02.01A.0205.20 C - D 840 - 2115 G - H 513 -1667 D - E 840 - 2115 H -1 329 - 912 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S-R 0 0 N-M 899 -633 R - Q 897 - 520 M - L 907 - 619 Q - P 897 -520 L - K 907 -519 P- O 892 - 535 K- J D 0 O-N 2153 -301 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - S 814 -1950 E - W 290 - 323 A - R 2042 -735 W - G 562 - 355 R-B 714 -1740 W-Y 13 -24 R-U 502 -211 N-Z 17T7 -112 B-U 1629 -390 X-N 11 -418 T-U 437 -6D7 X-Z 7 -710 T - C 435 - 561 G - Y 435 - 563 T - W 13 -22 Y - Z 437 - 609 U-P 273 0 Z-M Z70 0 U - O 1693 -102 Z - H 1626 - 389 U-V 46 -615 Z-K 489 -210 C - W 559 - 354 H - K 714 -1738 O - V 69 -438 K -1 2042 - 735 V-N 185 -187 I-J 814 -1950 V - X 7 -7D5 -WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl951 connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin � A-11 RROF responsibility forthe design of the single Truss depicted on the TDD only, under TPN. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the "ATRUSSES Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BBCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building.. All capitalized terms are as defined in TPI-1. Copyright 0 2016 A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of AA Roof Trusses -Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946 Job 75466 Truss Truss Type B16 ATIC 1ty 11y 103127121119 10031 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber i 1 1] D� lkxelR) �0 �]R4 a 5%6 .G �6x6 14xBpq `i ONi '1 M Mi ,U stile D HSxt .oz°to .4zfs H9x4 L am i1z 11,11 '1 17 1 Wind Criteria - Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category:11 EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 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 :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. (1) - plates so marked were sized using 0%D Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 35.08 BC 99 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. N Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 164 Def 1CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.160 D 999 36 VERT(CL): 0.384 D 999 24 HORZ(LL): 0.040 A - - HORZ(rL): 0.122 A - - Creep Factor: 2.0 Max TC CSI: 0.643 Max BC CSI: 0.973 Max Web CSI: 0.982 Wgt: 378.0 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.16" DL: 0.24". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh /Rw /U /RL S 2086 /- /- 1741 /512 /22 J 2086 /- /- 1741 /512 Wind reactions based on MWFRS S Brg Width = - Min Req = - J Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B . 362 -1030 E - F 1376 - 3157 B - C 575 -1880 F - G 1030 - 2475 C - D 1030 - 2476 G - H 575 -1879 D - E 1377 - 3161 H - I 362 -1030 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S - R 22 -22 N - M 1288 - 523 R - Q 1279 - 508 M - L 1283 - 513 Q - P 1279 - 508 L - K 1283 - 513 P-0 1286 -518 K-J 0 0 O - N 2303 - 357 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - S 825 - 2038 W - X 156 - 203 A - R 2161 -759 E - X 1832 - 834 R - B 726 -1806 F - X 923 -1825 R - U 600 - 432 X - G 743 - 482 B - U 1708 -414 X - Z 22 - 60 T - U 467 - 655 N -AA 1844 - 97 T-C 461 -606 Y-N 11 -421 T - W 21 - 57 Y -AA 155 - 652 U- P 274 0 G- Z 462 - 608 U - 0 1755 - 87 Z -AA 468 - 657 U - V 222 - 553 AA- M 271 0 C - W 741 -481 AA- H 1706 -414 O - V 65 -460 AA- K 585 -435 V - N 387 - 349 H - K 726 -1804 V - Y 153 -646 K - I 2161 -759 W - D 924 -1831 I - J 825 - 2038 W - E 1838 - 835 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'j, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _ Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF responsibility for the design of the single Truss.deplcted on the TDD only, under TPF7. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building Is the-��7RU55E5 Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the .. responsibility of the Owner, the Owners allthDdzed agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 end the practices and y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI4. copyright 02016 A-1 Roof Trusses —Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is proNbited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/27/2019 75466 B 17 ATI C 1 1 10041 7e'14 l 2714 ,2 a 7 e.5x6 14e(6(R) Mxa A) r -_._n ZA�& --_ n §?-- I9(6(R) a Bus Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 16.71 it NCBCLL: 10.00 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: 3.51 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :Tl 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. (") 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Pudins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 35.08 BC 105 0.00 35.08 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. N3xe .o(s .ice P .3zlo .ua6 g .33x6 .aim 3s, 1z q 11,11- i IT i R Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.33" DL: 0.55". Provide for adequate drainage of roof. Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.328 N 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.840 N 501 240 S 2086 A A /762 /491 /68 HORZ(LL): 0.032 A - - J 2086 /- A 7762 /491 A HORZ(TL): 0.100 A - - Wind reactions based on MWFRS Creep Factor: 2.0 S Brg Width = - Min Req = - Max TC CSI: 0.673 J Brg Width = - Min Req = - Max BC CSI: 0.966 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.964 Chords Tens.Comp. Chords Tens. Comp. Wgt: 336.0 Ibs A - B 396 -1126 E - F 598 -1172 B - C 666 -2115 F - G 635 -1997 VIEW Ver: 18.02.01A.0205.20 C - D 638 -2007 G - H 665 -2114 D - E 598 -1172 H -1 396 -1125 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S - R 68 -68 N - M 1295 -480 R-Q 1287 -464 M-L 1291) -4: Q - P 1287 -484 L - K 1290 -466 P- O 1294 -479 K- J 0 0 O - N 2348 - 375 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - S 828 - 2038 E - X 973 -403 A - R 2200 -773 X - F 217 -1088 R-B 731 -1812 X-Z 67 -129 R - U 660 - 358 N -AB 1870 - 65 B - U 1843 -486 Y - N 14 -427 C-T 442 -578 Y AB 285 -505 T - U 517 -721 F - Z 242 - 304 T-V 49 -173 Z-AA 52 -181 U - P 274 0 G -AA 443 - 581 U - O 1776 -57 AA -AB 518 -723 U - W 356 -401 AB- M 270 0 V - D 242 - 304 AB- H 1841 - 486 V - X 74 -119 AB- K 646 - 361 D - X 220 -1100 H - K 730 -1809 O - W 55 -465 K -1 2200 -773 W - N 384 - 340 I - J 828 - 2038 W - Y 2B3 -499 —WARNING— Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the Too. only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin EA-11 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �TRU55E5 Building 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 TP1­1. The approval of the ,.. ., responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Suildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright ®2016 A•1 Roof Trusses —Anthony T. Tombo ill,P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Tman —Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job 75466 Truss B18 Truss Type ATIC ry. 1y 103/27/2019 t1 10054 Loading Criteria (Pao TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " Lumber -1z 1rr 1z�. 1P1'10�}-3,r14--+-37rI4-14•I'10 •{ 13X8 -exe -3X8 -3X10 -4X19 -Us .8X8 351' (�1T 11'1' + 1T� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 it TCDL: 5.0 psf BCDL: 6.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Bot chord 2x4 SP #2 :83 2x6 SP #2: Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 11.85 TC 0 11.85 15.79 TC 24 15.79 35.08 BC 112 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall,be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others + 1511 Isis Code / Misc Criteria DefI/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.152 F 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.357 F 999 240 W 2104 /- A /778 /463 1111 FT/RT:10(0)/10(10) HORZ(LL): 0.062 A - - N 2104 A !- /778 /463 !- Plate Type(s): HORZ(rL): 0.147 A - - Wind reactions based on MWFRS WAVE Creep Factor: 2.0 W Brg Width = - Min Req = - Max TC CSI: 0.668 N Brg Width = - Min Req = - Max BC CSI: 0.976 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.909 Chords Tens.Comp. Chords Tens. Comp. Wgt: 340.9 Ibs A - B 441 -1270 G - H 436 - 38 B - C 707 -2330 H - I 694 -2034 VIEW Ver: 18.02.01A.0205.20 C - E 689 -2336 I - J 688 -2329 Loading D-E 181 -360 I-K 182 -365 E - F 693 -2032 J - L 707 -2328 Live loads applied in combination per ASCE 7 sec. F - G 438 -39 L - M 441 -1270 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: Maximum Bot Chord Forces Per Ply (Ibs) 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Chords Tens.Comp. Chords Tens. Comp. Wind W-V 111 -111 R-Q 1459 -521 V - U 1443 - 541 Q - P 1451 - 544 Wind loads based on MWFRS with additional C&C U - T 1443 -541 P - O 1451 -544 member design. T- S 1453 - 519 O- N 0 0 End verticals not exposed to wind pressure. S - R 2596 -411 Deflection Max JT VERT DEFL: LL: 0.15" DL: 0.25". Provide for adequate drainage of roof. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - W 821 -2056 Y - Z 260 - 568 A - V 2303 - 800 R -AA 1858 -17 V - B 733 -1823 Z - R 15 -426 V - X 542 - 392 Z -AA 282 - 573 B - X 1822 -438 K AA 468 -676 D - X 467 - 672 J - K 205 -129 C - D 204 -126 AA- Q 257 0 X - T 262 0 AA- L 1819 -438 X - S 1765 -13 AA- O 621 -400 X - Y 337 -466 L - O 732 -1819 S - Y 41 -462 O - M 2303 - 800 F - H 745 -2798 M - N 821 -2056 Y - R 378 - 326 -WARNING- Please thoroughly review the "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 Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD• only Alp! -� connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A.1 ROOF responsibility for the design of the single Truss depicted on the TDD only. under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ITRUSSES Building 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 TPI-1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony.^Tombo III, P.E. use 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 y guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI4. Copydghtdf7016A-1 Roof Trusses-AnthonyT. Tombo ill, P.E. Reproduction of this document, in any farm. Isprohidtedwithout the widenpermission ofhl Roof Trusses -Anthony T. Tombo 111, P.E. Fort Pierce, FL 34946 Job Truss Truss Type City Ply 01/27/2019 7_466 B19 ATIC 1 1 1 10062 Loading Criteria (pap TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 .- Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " i 1 IT 11.1" - tzs•to-{--ae,a-{-as•14- 1 M Wind Criteria Code ! Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: ll FT/RT.10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 16.71 ft WAVE TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x8 SP 240M--1.13E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: :133 2x6 SP #2: Webs 2x4 SP #3 :W5 2x4 SP M-30: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 11.85 TC 0 11.85 15.79 TC 24 15.79 35.08 BC 109 0.00 35.08 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. 1.1• 1- 17 Def 1CSI Criteria PP Deflection in Ioc Udefl U# VERT(LL): 0.288 F 999 360 VERT(CL): 0.691 F 609 240 HORZ(LL): 0.143 C - - HORZ(TL): 0.347 C - - Creep Factor: 2.0 Max TC CSI: 0.920 Max BC CSI: 0.994 Max Web CSI: 0.930 Wgt: 318.5 Ibs VIEW Ver. 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Deflection Max JT VERT DEFL: LL: 0.29" DL: 0.47". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh !Rw /U /RL W 2084 !- /- f792. /437 /156 N 2084 - /- /- f792 /437 /- Wind reactions based on MWFRS W Brg Width = - Min Req = - N Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 492 -1420 G - H 1382 - 279 B - C 747 -2458 H -1 .750 -2132 C - E 842 - 2972 I - J 839 - 2962 D - E 159 -349 I - K 160 - 354 E - F 750 -2130 J - L 746 -2456 F - G 1383 -279 L - M 492 -1420 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W - V 156-156 R - Q 2320 - 791 V - U 2144 -751 Q - P 2152 -753 U-T 2144 -751 P-0 2152 -753 T- S 2315 -788 O- N 0 0 S - R 3545 - 668 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - W 812 -2037 Y - Z . 12 -1377 A - V 2380 - 824 R -AA 1764 - 59 V - B 689 -1672 Z - R 15 - 394 V - X 252 - 888 Z -AA 12 -1383 B - X 1650 -394 K /W 436 - 634 D - X 436 -631 J - K 772 -17 C - D 779 -19 AA- Q 230 0 X - T 234 0 AA- L 1647 - 383 X - S 1682 - 46 AA- O 254 - 890 X - Y 10 -1290 L - O 688 -1669 S - Y 55 -434 O - M 238D - 824 F - H 1279 -4107 M - N 813 -2037 Y - R 380 - 338 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional eingineerinj =A4 RGGp responsibility for the design of the single Truss depicted on the Too only, under TPF7. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the=TRU55E5 Building 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 TPI-1. The approval of the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the centext of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. Us. 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties ofthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Trims System Engineer of any building. All capitalized tem. are as defined In TPI-1. Copyright 02018 A-1 Roof Trusses -Anthony T.Tombo III, P.E. Reproduction of this document, In any form. Is prohibited without the wdden permksion of A.l Rooi Tmsees-Amhony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 76466 Truss B20 Truss Type ATIC Qty Ply 1 03/27/2019 1 1 10098 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " i- 11710 i-so•14--}�so.14-1 111110 -{ 361" i 17 , i 119• 11M Wind Criteria Code i Mist; Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 16.71 It WAVE TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.51 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.61 Lumber Top chord 2x4 SP #2:T2 2x8 SP 24001--1.8E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: :B3 2x6 SP #2: Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 11.67 TC 0 11.83 15.79 TC 24 15.79 23.26 TC 0 23.63 29.08 TC 24 29.08 35.08 BC 114 0.00 35.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Deflection Max JT VERT DEFL: LL: 0.42" DL: 0.67". Provide for adequate drainage of roof. Ili Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.422 F 997 360 VERT(CL): 0.999 F 421 240 HORZ(LL): 0.207 A - - HORZ(fL): 0.498 A - - Creep Factor: 2.0 Max TC CSI: 0.910 Max BC CSI: 0.981 Max Web CSI: 0.963 Wgt: 338.1 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- ! Rh / Rw / U / RL W 2063 !- /- /B02 /408 /202 N 2063 /- /- /B02 /408 /- Wind reactions based on MWFRS W Brg Width = - Min Req = - N Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 555 -1601 G - H 1505 - 383 B - D 559 -1602 H -1 769 -2116 C - D 269 -1265 I - J 632 - 2362 D - E 633 - 2364 J - K 559 -1602 E - F 768 -2113 J - L 269 -1263 F - G 1507 - 384 K - M 555 -1601 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind W-V 202 -202 R-Q 2820 -941 V - U 2755 - 924 Q - P 2767 - 927 Wind loads based on MWFRS with additional C&C U - T 2755 - 924 P - O 2767 - 927 member design. T- S 2808 - 939 O- N 0 0 End verticals not exposed to wind pressure. S - R , 4086 - 819 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - W 802 -2015 Y - Z 136 -1929 A - V 2474 - 857 R -AA 1686 -114 C - V 651 -1546 Z - R 27 - 376 C - X 779 -144 Z -AA 136 -1935 B - C 368 -415 AA- Q 204 0 V - X 372 -1277 AA-1 560 - 67 E - X 567 - 55 AA- L 778 -144 X - T 208 0 AA- O 376 -1290 X-S 1617 -99 K -L 368 -414 X - Y 130 -1847 L - 0 650 -1542 S - Y 77 -408 0 - M 2474 - 857 F - H 1421 -4180 M - N 802 -2015 Y - R 349 - 308 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E.Reference Sheet before use. Unless otherwise stated on the TDo, only Alpi connector plates shall be used forthe TDo to be valid. As a Truss Design Engineedng p.e. Specially Engineer), the seal on any TDo represents an acceptance of the professional engineerin p-1 RppF responsibility for the design ofthe single Truss depicted on the TDo only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Alk-TRUSSES Building Is the responsibility ofthe Owner, the Owner's authorized agent orthe Building. Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval oft.. .. .. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval ofthe Too and any field Anthony. Tombo III, P.E. use ofthe Truss, Including handling, storage, Installation and bracing shall be the responsibility ofthe Building.Deslgner and Contractor. All notes set out in the TDo and the practices and y guidelines of the Building Component Safety Information (BSCI) published by TP,I and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon In writing by a6 parties involved. The Truss Design Engineer is NOT the Buildly g 4451 St. Lucie Blvd. Des14. CCopyright® 016A-ner or Truss SRoofTumesstem BAnthonr of yT.ToobIn,REAll �Reprductionofthisdocumeare as etInIn anyfororm,IsprohidledMthoutthe vMttenpermission ofA-1Roof Trusses -Anthony T.TomboIII, P.E. Fort Pierce, FL 34946 Job 75466 Truss B21 Truss Type ATIC 1ty 11y 10312712019 10093 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " i li 11'1' 1 17r12- I i 10,1110 i�T4•14- i 6 1109 Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT.10(0)/10(10) FRCP: C Kzt: NA Plate Type(s): Mean Height: 16.71 ft WAVE, HS TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to It C&C Dist a: 3.55 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x8 SP 2400f-1.8E :T1 2x4 SP M-30: :T3 2x4 SP #2: :T4 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: :B3 2x6 SP #2: Webs 2x4 SP #3 :W2, W6, W9 2x4 SP #2: :W10 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 10.14 TC 0 11.83 15.79 TC 24 15.79 23.26 TC 241 24:95 36.21 BC 81 0.00 35.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" Do. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. spwrpNn neck esSt2 IIJ Def /CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.379 E 999 361 VERT(CL): 0.908 E 469 241 HORZ(LL): 0.155 A - - HORZ(iL): 0.371 A - - Creep Factor. 2.0 Max TC CSI: 0.789 Max BC CSI: 0.984 Max Web CSI: 0.B97 Wgt: 319.9 Ibs VIEW Ver: 18.02.01A.0205.20 Hangers / Ties (J) Hanger Support Required, by others Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Right end vertical exposed to wind pressure. Deflection meets U360. Deflection Max JT VERT DEFL: LL: 0.38" DL: 0.60". Provide for adequate drainage of roof. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL V 2086 A /- /842 /612 /533 AA 2110 P 1- /B32 /593 /- Wind reactions based on MWFRS V Brg Width = - Min Req = - AA Brg Width = 7.3 Min Req = 2.5 Bearing AA is a rigid surface. Bearing AA requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 677 -1882 G - H 804 - 2106 B - C 679 -1894 H -1 1203 - 3725 C - D 1174 -3720 I - J 849 -1975 D - E 835 -2110 J - K 846 -1974 E- F 1288 - 363 K- L 0 0 F - G 1291 - 394 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V - U 451 - 533 Q - P 2983 -1033 U - T 2766 -1114 P - O 2947 -1025 T - S 2766 -1114 O - N 2947 -1025 S-R 2796 -1125 N-M 211 -194 R - Q 4133 - 972 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - V 840 -2037 X - Y 431 -2020 A - U 2677 - 964 Q - Z 1591 - 286 B - U 344 - 390 Y - Q 30 - 372 U - C 470 -1797 Y - Z 431 - 2026 U- W 516 - 328 Z- P 207 0 C - W 785 -2098 Z - H 2826 -771 D - W 2814 -665 Z -1 1013 -2190 W- S 217 0 Z- N 566 - 633 W - R 1632 -193 I - N 470 -1702 W - X 330 -1890 J - N 355 - 410 R-X 101 -419 N-K 2721 -957 E - G 1497 - 3901 K - M 864 - 2058 X - Q 378 - 281 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Vedy design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, onlyAlpl connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineers -p_1 ROOF responsibiliy forthe design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the A=TRussEs Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .,.,., responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field AnthonyT. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright®z016A.1 RoofTruases-Anthony T.Tombo III, P.E. Reproduction ofthis document, In any form, Is prohibited withoul the wdaen permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 75466 Truss B22 Truss Type ATIC Qty I Ply 03/27/2019 10078 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " �17 11'1' 174'12� i 6710e'a•14 -F e1"14 i are-�{ -17 111" + 174*12 + 110y 11a Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed - Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist h/2 to h C&C Dist a: 3.65 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration:1.60 Lumber Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: :B3 2x6 SP #2: Webs 2x4 SP #3 :W2, W6, W9 2x4 SP #2: :W10 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 8.80 TC 0 11.83 15.79 TC 24 15.79 23.26 TC 24 26.28 36.21 BC 79 0.00 35.48 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Deflection Max JT VERT DEFL: LL: 0.39" DL: 0.62". Provide for adequate drainage of roof. Code / Misc Criteria Def1/CSl Criteria Code: FBC 2017 RES PP Deflection in loc Udefl U# TPI Std: 2014 VERT(LL): 0.392 E 999 361 Rep Factors Used: Yes VERT(CL): 0.938 E 453 241 FT/RT:10(0)/10(10) HORZ(LL): 0.155 D - - Plate.Type(s): HORZ(R): 0.370 D - - WAVE, HS Creep Factor: 2.0 Max TC CSI: 0.649 Max BC CSI: 0.988 Max Web CSI: 0.819 Wgt: 312.2 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 23-1-0: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls:10 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Right end vertical exposed to wind pressure. Deflection meets U360. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL V 2086 /- /- /837 /601 l528 AA 2110 /- P 1832 /597 /- Wind reactions based on MWFRS V Brg Width = - Min Req = - AA Brg Width = 7.3 Min Req = 2.5 Bearing AA is a rigid surface. Bearing AA requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 784-2247 G-H 797 -2101 B - C 785 - 2249 H -1 1030 - 3362 C - D 1032 - 3356 I - J 935 -2358 D - E 827 -2104 J - K 933 -2356 E- F 1306 -369 K- L 0 0 F - G 1309 - 400 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V - U 462 - 528 Q - P 3068 -1094 U - T 2846 -1108 P - 0 3033 -1084 T - S 2846 -1108 O - N 3033 -1084 S - R 2876 -1119 N - M 177 -163 R - Q 4206 - 978 Maximum Web Forces Per Ply jibs) Webs Tens.Comp. Webs Tens. Comp. A - V 819 -2036 X - Y 464 -2081 A - U 2941 -1027 Q - Z 1581 - 345 B-U 316 -317 Y-Q 32 -370 U - C 459 -1828 Y - Z 464 - 2087 U-W 614 -309 Z-P 21D 0 C - W 619 -1485 Z - H 2O45 -456 D - W 2032 -407 Z -1 769 -1590 W- S 219 0 Z- N 635 - 596 W - R 1626 -251 I - N 452 -1739 W - X 395 -1951 J - N 327 - 335 R-X 120 -418 N-K 3007 -1031 E - G 1496 -3916 K - M 847 -2057 X - Q 390 - 334 -WARNING- Please thoroughly review the "A-1 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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD represents an acceptance of the professional engineedn q-1 REIDF responsibility for the design of the single Truss depicted on the TOD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the - '164 USSE5 Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI- 1. Thu approval of the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E. use of the Truss, inducting handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out In the TDD and the practices and on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties ofthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. AD capitalized terms are as defined In TPI-1. Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo 111,P.E Reproductionefthls document In any torm,ls prohitlted without the writlen Dermission of A.1 Roof Trusses -Anthony T. Tombo ill, RE Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/26/2D19 75466 1 B23 ATIC 1 1 1.1 saos Loading Criteria (pall TCLL: 20.00 TCDL: 10.0.0 BOLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " -11.11•15 11Y• 17f12� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzk NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.55 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 SEATRATER � TP mRm aE1TnATER 11'11'14 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 12P12 �1� 110t Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.111 R 999 36 VERT(CL): 0.247 Q 898 24 HORZ(LL): 0.098 D - - HORZ(TL): 0.193 D - Creep Factor. 2.0 Max TC CSI: 0.591 Max BC CSI: 0.974 Max Web CSI: 0.879 Wgt: 305.9 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL U 1735 /- A /1190 /724 /525 O 1706 A /- /672 /400 A AA 826 A /- /479 /293 A Wind reactions based on MWFRS U Brg Width = 8.0 Min Req = 2.0 O Brg Width = 8.0 Min Req = 2.0 AA Brg Width = 7.3 Min Req = 1.5 Bearings U, O, & AA are a rigid surface. Bearings U, O, & AA require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber Loading A - B 194 -147 F - G 200 -102 Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Live loads applied in combination per ASCE 7 sec. B - C 265 -712 G - H 457 -923 :T4 2x4 SP M-30: 2.4.1 use 0.75 factor for multiple live loads. C - D 356 -1118 H -1 326 -1030 Bot chord 2x4 SP #2 :B3 2x6 SP #2: Attic room loading from 11-11-15 to 23-0-15: Live D - E 450 -839 I - J 425 -966 •B4 2x4 SP M-30: Webs 2x4 SP #3 :W9 2x4 SP #2: Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, E - F 315 -158 J - K 0 0 Kneewalls: 10 PSF :W11 2x6 SP #2: Wind Maximum Bot Chord Forces Per Ply (Ibs) Bracing Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member design. member. V - U 0 0 Q - P 2255 - 374 Left end vertical not exposed to wind pressure. U - T 414 - 567 P - O 503 -1199 Plating Notes Right end vertical exposed to wind pressure. T - S 1772 -708 O - N 473 -1129 All plates are 1.5X4 except as noted. Deflection meets U360. S - R 1772 -708 N - M 473 -1129 Left cantilever is exposed to wind R - Q 1806 -725 M - L 140 -129 s Left bottom chord exposed to wind.n lieu of structural panels or rigid ceiling use puriins In lieu Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) TC 24 D.00 7.47 A - V 135 -77 X - P 370 - 893 TC 0 11.82 15.79 A - U 195 -256 X - Y 394 - 828 TC 24 15.79 23.25 U - B 797 -1492 P - Z 2746 - 621 TC 24 27.61 36.20 B - T 1437 -591 Y - P 18 -410 BC 58 0.00 35.47 T - C 286 - 952 Y - Z 394 - 836 Apply pudins to any chords above or below fillers T - W 731 -1069 Z - O 667 -1480 at 24" OC unless shown otherwise above. C - W 175 -136 Z - H 428 - 377 Collar -tie braced with continuous lateral bracing at D - W 388 -214 Z -1 359 -424 24" oc. or rigid ceiling. W - R 289 -179 Z - M 2071 - 644 The TC of this truss shall be braced with attached W - Q 694 -346 I - M 386 - 837 spans at 24" oc in lieu of structural sheathing. W - X 537 -1615 M - J 1087 - 362 Q - X 253 -146 J - L 408 -759 E - G 650 -1003 "WARNING- Please thoroughly review the "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 Anthony T. Tombo 111. P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpir a-� connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-11 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 1=TRUSSE5 Building is tha responsibility of the Owner, the Owners authorized agent or the Building Designer, In the comext of the IRC, the IBC, local building code and TPI-1. The approval of 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. The approval of the TDD and any field Anthony. Tombo III, P.E. use ofthe 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities anddutiesof the Truss # 80083 Designer. Truss Design Engineer and Truss Manufacturer• unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Bulldir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized tams are defined in TPI4. Copyright ®2016 A-1 Pool Trusses -Anthcny T. Tombo III, PE. Reproduction of this document, In any form. Is proNBted without the written permission of Al Roof Tresses -Anthony T. Tombo Ill. P.F Fort Pierce, FL 34946 Job 75466 Truss Truss Type B24 ATIC Qty I Ply 103/26/2019 9833 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 . BCLL: 0.00 BCDL: 10.00- Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " T 1 �t,-11.15 I It'1• t 17�12 SEATRATER SEAT RATE RM SSATMTER �4e7 1e'8. i 1774 1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.55 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E: Bot chord 2x4 SP #2 :B3 2x6 SP #2: Webs 2x4 SP #3 :W9 2x4 SP #2: :W11 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use pur ins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 6,13 TC 0 11.82 15.79 TC 24 15.79 23.25 TC 24 28.94 36.20 BC 62 0.00 35.47 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASIDE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 11-11-15 to 23-0-15: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF 17ff7 �1�7 a%•11 6 list 1101 Code / Misc Criteria Def11CSI Criteria Code: FBC 2017 RES PP Deflection in loc Udefl U# TPI Std: 2014 VERT(LL): 0.125 R 999 361 Rep Factors Used: Yes VERT(CL): 0.263 Q 843 24 FT/RT:10(0)/10(10) HORZ(LL): 0.111 D - - Plate Type(s): HORZ(TL): 0.224 D - - WAVE Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.973 Max Web CSI: 0.910 Wgt: 306.6 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Right end vertical exposed to wind pressure. Deflection meets U360. \ Left cantilever is exposed to wind Left bottom chord exposed to wind. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL U 1739 /- /- /1229 /676 /522 O 1705 P /- f705 /404 !- AA 822 /- /- /478 /261 J- Wind reactions based on MWFRS U Brg Width = 8.0 Min Req = 2.1 O Brg Width = 8.0 Min Req = 2.0 AA Brg Width = 7.3 Min Req = 1.5 Bearings U, O, & AA are a rigid surface. Bearings U, O, & AA require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 250 -193 F - G 225 -101 B - C 130 -424 G - H 460 - 928 C - D 325 -1124 H -1 270 -1031 D - E 448 - 844 I - J 448 -1142 E-F 342 -166 J-K 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V- U 7 -5 Q- P 2269 -408 U - T 439 - 578 P - O 486 -1084 T - S 1751 -770 O - N 451 -1008 S - R 1751 -770 N - M 451 -1008 R - Q 1797 -794 M - L 84 -112 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - V 136 - 78 X - P 381 - 881 A - U 237 - 307 X - Y 409 - 851 U-B 813-1514 P-Z ' 2662 -601 B-T 1368 -654 Y-P 16 -413 T - C 286 -1006 Y - Z 410 - 858 T - W 838 -1321 Z - O 688 -1446 C - W 444 -174 Z - H 477 -450 D - W 338 -226 Z -1 400 '-549 W-R 344 -210 Z-M 2116 -718 W - Q 724 -362 I - M 359 -786 W-X 572 -1616 M-J 1201 -343 Q-X 246) -149 J-L 371 -757 E - G 683 -1045 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l; GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi ' connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 R00F responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the zTRU55E5 Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- 7. The approval of the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E. use olthe 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 y guidelines of the Building Component Safety Information (BBC]) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright@ 2016 A•1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, is prohibited without the written permission of A-1 Roof Trusses-AnthorryT. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/26/2019 75466 B25 ATIC 1 1 1 9827 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " T E ar 1 11-11-I5 u'r 1 174.12 -( �sr3 ' 17 4 i IXT14 eFAT PIwIERCfl E T_TERE¢ s TRATE RE¢ �4'67 trw 1274.i �- it'11'15 11'1• 174'13 �1� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.55 It Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x8 SP 2400f-1.8E :T1, T4, T6 2x4 SP #2: Bot chord 2x4 SP #2 :B3 2x6 SP #2: Webs 2x4 SP #3 :W8 2x4 SP #2: :W12 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 5.02 TC 0 11.82 15.79 TC 24 15.79 23.25 TC 24 30.27 36.20 BC 63 0.00 35.47 Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 11-11-15 to 23-0-15: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF 1 1101 1101 Code / Misc Criteria DefUCSI Criteria Code: FBC 2017 RES PP Deflection in loc Udefl U# TPI Std: 2014 VERT(LL): 0.137 S 999 361 Rep Factors Used: Yes VERT(CL): 0.279 R 788 24i FT/RT.10(0)/10(10) HORZ(LL): 0.123 D - - Piate Type(s): HORZ(rL): 0.257 D - - WAVE Creep Factor: 2.0 Max TC CSI: 0.589 Max BC CSI: 0.997 Max Web CSI: 0.923 Wgt: 294.7 Ibs VIEW Ver. 18.02.01A.0205.20 Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Right end vertical exposed to wind pressure. Deflection meets U360. Left cantilever is exposed to wind Left bottom chord exposed to wind. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL U 1748 A /- /1274 /640 /515 P 1721 A /- /751 /428 /- AA 800 P /- /466 /222 A Wind reactions based on MWFRS U Brg Width = 8.0 Min Req = 2.1 P Brg Width = 8.0 Min Req = 2.0 AA Brg Width = 7.3 Min Req = 1.5 Bearings U, P. & AA are a rigid surface. Bearings U, P, & AA require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 366 -293 G - H 448 - 917 B - C 279 -1133 H - I 297 - 867 C - D 281 - 926 I - J 294 -1010 D - E 428 - 832 J - K 471 -1416 E-F 360 -176 K-L 0 0 F - G 236 -102 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V-U 8 -7 Q-P 472 -1001 U - T 1671 -758 P - O 432 - 917 T - S 1671 -758 O - N 432 - 917 S - R 1730 -790 N - M 53 -78 R - Q 2244 -407 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-V 111 -65 X-Y 412 -862 A - U 325 - 406 Q - Z 2577 - 579 U-B 557 -1195 Y-Q 14 -413 U - W 1051 -1800 Y - Z 412 - 869 B - W 987 - 371 Z - P 710 -1433 D - W 354 -252 Z - H 523 -530 W - S 389 -236 Z - J 491 - 846 W - R 768 - 380 Z - N 2307 - 803 W - X 572 -1600 J - N 356 -789 R - X 241 -144 N - K 1469 - 400 E - G 680 -1045 K - M 325 -747 X - Q 366 - 861 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp[ a connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance o1 the professional englneerin MA-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '442TRI USES Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the , responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony.^Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI4. Copyrights 2016 A-1 RoofTrusses-Anthony T. Tombu Ill, P.E. Reproduction of thlsdocument, In any form, is prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, RE Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 0312612011 75466 B26 ATIC 1 1 1 9830 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " Lumber --11.11•te 11IP 1i4 i2 I�44.4- 1T 3 1TY3 e TR TERM a TpI mR -T MM REQ �f6-! lire• 1274 1 i 11.11.15 i111i VIM- R Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.55 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x8 SP 2400f-1.8E :T1, T4, T5 2x4 SP #2: Bot chord 2x4 SP #2 :B3 2x6 SP #2: Webs 2x4 SP #3 :W9 2x4 SP #2: :W13 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. (•7 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 4.35 TC 0 11.82 15.79 TC 24 15.79 23.25 TC 24 30.72 36.20 BC 63 0.00 35.47 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. �s'Stt 4 110/ 110a Code / Misc Criteria Defl/CSI Criteria Code: FBC 2017 RES PP Deflection in loc Udefl U# TPI Std: 2014 VERT(LL): 0.134 T 999 360 Rep Factors Used: Yes VERT(CL): 0.279 S 783 240 FT/RT:10(0)/10(10) HORZ(LL): 0.121 E - - Plate Type(s): HORZ(TL): 0.256 E - - WAVE Creep Factor: 2.0 Max TC CSI: 0.593 Max BC CSI: 0.995 Max Web CSI: 0.956 Wgt: 296.1 Ibs VIEW Ver: 18.02.01A.0205.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 11-11-15 to 23-0-15: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Right end vertical exposed to wind pressure. Deflection meets U360. Left cantilever is exposed to wind Left bottom chord exposed to wind. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL AB 1749 /- /- ' /1299 1617 /517 Q 1747 /- A f774 /443 A AC 774 A A /449 1209 A Wind reactions based on MWFRS AB Brg Width = 8.0 Min Req = 2.1 Q Brg Width = 8.0 Min Req = 2.1 AC Brg Width = 7.3 Min Req = 1.5 Bearings AB, Q, & AC are a rigid surface. Bearings AB, Q, & AC require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 9 -10 G-H 214 -104 B - C 442 - 355 H - I 436 - 891 C-D 261 -1105 I-J 315 -819 D - E 263 - 891 J - K 313 - 966 E - F 411 - 806 K - L 471 -1517 F-G 342 -179 L-M 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W - V 289 - 323 R - Q 458 - 969 V - U 1663 -762 Q - P 417 - 863 U - T 1663 -762 P - O 417 - 883 T - S 1722 -794 O - N 55 - 67 S - R 2243 -414 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-W 99 -95 Y-Z 419 -891 W - B 349 - 314 R -AA 2547 - 571 C - V 622 -1304 Z - R 14 -412 C - X 1119 -423 Z -AA 420 - 898 V - X 1066 -1945 AA- Q 726 � -1448 E - X 356 - 255 AA- 1 526 - 566 X - T 376 -230 AA- K 528 - 990 X - S 781 -401 AA- O 2382 - 815 X - Y 591 -1625 K - O 346 -776 S - Y 243 -143 O - L 1558 -407 F - H 649 - 982 L - N 306 - 725 Y - R 362 - 862 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III; P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineednE =A4 RUDF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the �i=TRU55E5 Building 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 TPFt. The approval of the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties. involved. The Truss Design Engineer is NOT the Bulldir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright @ 2016 A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Reproduction of this document, in any form. Is proNbited without the wdden permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/27/2019 76466 1 B27G I ATIC 1 1 1 1 10234 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " -1sVis !!!!I I 15'1P12 I 137a 1078 i 4W12­1 SFAT PULE eEQ aE14T PUTE iSQ SEAT PUTEPEQ i--fSr lea' 12T4� i•- IM5-i--f1• 15'15.17 045.11 r� 7--)-11'P15-� sit 517 1700 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.71 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.55 it Loc. from endwall: not in 9.00 GCpi: 0.1 B Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x6 SP #2: Webs 2x4 SP #3 :W14 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 3.91 TC 0 15.36 17.54 TC 24 17.54 19.72 TC 24 31.16 36.20 BC 75 0.00 35.47 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 15-5-15 to 19-6-15: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalis: 10 PSF Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE 1701 17 yI�11,1011 six! 517 DefI1CSi Criteria PP Deflection in loc Udefl U# VERT(LL): 0.032 T 999 360 W-RT(CL): 0.083 T 999 240 HORZ(LL): 0.019 T - - HORZ(fL): 0.050 T - - Creep Factor. 2.0 Max TC CSI: 0.646 Max BC CSI: 0.759 Max Web CSI: 0.549 Wgt: 270.9 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Left bottom chord exposed to wind. ♦ Maximum Reactions (Ibs) Gravity 'Non -Gravity Loc R+ /R- /Rh /Rw /U /RL W 1361 /- A A /532- /- Q 1916 A /- A 1668 A AB 438 A A A /216 A Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.6 Q Brg Width = 8.0 Min Req = 2.3 AB Brg Width = 7.3 Min Req = 1.5 Bearings W, Q, & AB are a rigid surface. Bearings W, Q, & AB require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 10 -15 G-H 120 -241 B - C 611 -372 H -1 109 -624 C - D 226 - 865 I - J 431 - 264 D - E 57 -858 J - K 404 -245 E - F 100 - 649 K - L 327 - 798 F-G 119 -229 L-M 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. X-W 275 -485 S-R 216 -5B6 W - V 146 - 254 R - Q 211 - 568 V - U 146 -254 Q - P 811 -354 U - T 1239 - 377 P - O 811 - 354 T - S 1251 - 382 O - N 23 -14 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - X 90 -130 S -AA 1323 - 300 X - B 529 -302 Z - S 17 -249 B - W 204 -130 Z -AA 31 - 268 W - C 662 -1387 H -AA 158 - 58 C - U 797 - 262 AA- R 196 0 U - E 247 0 AA-1 1059 -289 U - Y 285 -731 AA- Q 464 - 98 E-Y 174 -422 I-Q 685 -1711 Y-T 180 0 Q-K 484 -1011 Y-F 162 0 K-O 137 -143 Y - S 367 - 826 O - L 820 - 330 Y - Z 31 - 269 L - N 201 -402 F - H 0 - 325 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD• only Alpi '� connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn �=A4 RUUF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the =TRUSSES Building 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 TPF1. The approval of the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and non y T. Tombo, III, P.E. guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Englneer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Bullifir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized terms are as defined In TPIA. Copyright® 2016 A•1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the writlen permission of A.1 Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/26/2019 l 75466 B28G GABL 1 1 9717 I Loading Criteria (psQ TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.34 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 M-30 :T3 2x4 SP #2: Bot chord 2x4 SP 2400f-2.0E :1]12 2x6 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: :W2 2x4 SP M-30: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 10.84 13.02 TC 24 13.02 15.20 BC 75 0.00 26.04 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. Loading Truss designed to support 2-0-0 top chord outlookers and Gadding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 10-11-12 to 15-0-12: Live Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF I.tsv� -h tsov� ��1+o1ruF1-•IV41 Fzt•s�ztsoJ z�ztsd =�e��111soi: 4'is�z� 1sd z�ri�z•-'i Ism 1501 15d 150) I61/ 1501 1500 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RTA 0(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.161 AD 999 3( 'WRT(CL): 0.374 AD 599 2, HORZ(LL): 0.113 D - - HORZ(TL): 0.263 D - Creep Factor. 2.0 Max TC CSI: 0.641 Max BC CSI: 0.836 Max Web CSI: 0.045 Wgt: 298.9 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads and reactions based on MWFRS. End verticals exposed to wind pressure. Deflection meets U360. Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL AF 3071 /- A A /1120 A T* 588 A /- -- A /208 Wind reactions based on MWFRS AF Brg Width = 7.3 Min Req = 2.5 T Brg Width = 92.3 Min Req = - Bearings AF & X are a rigid surface. Bearings AF & X require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 146 - 89 J - K 180 -792 B - C 954 -2873 K - L 558 -1904 C - D 882 -2738 L - M 586 -2003 D - E 850 -2674 M - N 304 -1034 E - F 797 -2543 N - O 353 -1199 F - G 747• -2378 O - P 361 -1173 G - H 638 -2141 P - Q 357 -1181 H -1 580 -1964 Q - R 398 -1233 - J 165 -748 R - S 146 - 89 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AF-AE 212 -50 Z-Y 116 -99 AE-AD 212 -50 Y-X 122 -89 AD -AC 212 -50 X-W 36 -11 AC -AB 212 -50 W-V 36 -12 AB -AA 2470 -730 V - U 36 -12 AA- Z 2486 -736 U - T 36 -12 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -AF 1026 - 2799 AQ- K 330 -1015 B -AG 1937 - 578 AR- Z 3 - 257 AH AI 1954 -587 AR -AS 60 -208 AJ-AK 1892 - 562 K -AS 496 -157 AL -AB 1890 -663 AS- Y 468 -134 AB-G 538 -253 AS -AT 1275 -397 AB -AN 132 -425 AS -AU 1004 -323 G -AM 448 -1196 AU- X 973 - 315 AN -AP 135 -423 AV-M 1311 -393 AO AP 442 -1203 M - X 600 - 2065 AP -AA 333 -66 X -AW 892 -242 AP-1 604 -215 AX-AY 900 -244 AP- Z 366 -1178 AZ -BA 911 - 248 AP -AR 60 -208 BB- R 917 -249 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III• P.E. Reference Sheet before use. Unless otherwise stated on the TDo, only Alpi connector plates shall be used forthe TDo to be valid. As a Truss Design Engineering p.e..Specialty Engineer), the seal on any TDo represents an acceptance of the professional engineeringA_1 pppp responsibility for the design of the single Truss depicted on the TDo only. under TPI-1. The design assumptions, loading conditions• suitability and use of this Truss for any Building Is the "JAITRUSSE5 Building 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. The approval of the responsibility ofthe Owner. the Owner's authorized agent or the Building Designer. In the context of the IRC, the IBC, local building code and TPI.1. The approval of the Too and any field Anthony. Tombo III, P.E. use of the Truss, Including handling• storage• installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out in the TDo and the practices and n y .guidelines o1 the Building Component Safety Information (BSCQ published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties olthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TP14. Fort Pierce, FL 34946 Copyright C 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A•1 Roof Trusses -Anthony T. Tombo III, P.E. Job Number. 75466 CEULLAR HOUSE Truss Label: B28G Ply: 1 SEQN: 9717 / T36 / GABL Qty:1 1 FROM: DRW: Wgt: 298.9 Ibs I Page 2 of 2 -AQ 330 -1015 Z -AS 1699 - 576 / ... 03/26/2019 R - T 527 -1340 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C -AG 90 - 28 AT AU 25 -110 AE-AH 60 - 37 L -AV 32 -149 D -Al 86 -238 AW- W 133 -412 AD-AJ 115 -38 AX-O 133 -413 E -AK 41 -146 AY- V 127 - 327 AC -AL 41 -150 AZ- P 131 - 335 AM- H 46 - 20 BA- U 31 -134 AWAO 31 -13 BB- Q 29 -126 J -AQ 311 -103 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. e Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin q-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '190ATRI15 aE5 Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the contend of the IRC, the IBC, local building code and TPI-1. The approval of the r responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony.^Tombo III, P.E. use 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 y # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4461 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright 0201B A-1 Root Trusses —Anthony T.Tombo III, P.E. Reproduction of this document, in any faro, Is prohibited without the written permission ofA-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty, Ply 03/25/2019 9473 75466 r C01 G GABL 2 1 f tr �1} +rto•tt �'�'+'�'-1 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber T T 1 1 I-+•r-I '•tl=-j--ro•ez--I-z-j-r�r---r fr,� rrf-�-r-I-z-�--z-h-rva -i as »f x» 2n zn zM tl w Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15,00 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: 0.1 B Wind Duration: 1.60 ,Top chord 2x4 SP #2 :T2, T3 2x6 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Filler 2x4 SP #2 Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 65 plf at -1.50 to 65 plf at 1.33 TC: From 32 plf at 1.33 to 32 pif at 20.44 TC: From 65 plf at 20.44 to 65 plf at 22.00 BC: From 10 pif at 0.00 to 10 pif at 20.44 BC: From 20 pif at 20.44 to 20 plf at 22.00 TC: -4 lb Conc. Load at 1.36,20.64 TC: -2 lb Conc. Load at 3.40, 5.40, 7.40, 9.40 11.00,12.60,14.60,16.60,18.60 BC: 64 lb Conc. Load at 1.36,20.64 BC: 27 lb Conc. Load at 3.40, 5.40, 7.40, 9.40 11.00,12.60,14.60,16.60,18.60 Plating Notes All plates are 1.5X4 except as noted. Puriins In lieu of'structural panels or rigid ceiling use purlins to laterally brace Chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 52 0.00 22.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and Gadding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE DefUCSI Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.078 C 999 36 '%tRT(CL): 0.167 D 999 24 HORZ(LL): -0.033 F - - HORZ(fL): 0.070 F - Creep Factor: 2.0 Max TC CSI: 0.419 Max BC CSI: 0.954 li CSI: 0.697 Wgt: 215.6 Ibs VIEW Ver: 18.02.01A.0205.20 Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. i i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ifR- /Rh /Rw /U /RL M 2463 A A A /1560 A Al 2287 A /- A /1427 A Wind reactions based on MWFRS M Brg Width = B.0 Min Req = 2.9 Al Brg Width = 8.0 Min Req = 2.7 Bearings M & Al area rigid surface. Bearings M & Al require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 117 -67 D-E 1346 -2152 B - C 1340 -20B9 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. M- L 2 - 8 i- H 2852 -1660 L - K 1548 -1003 H - G 1634 -1032 K - J 2789 -1660 G - F 36 - 21 J -1 2852 -1660 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - M 1562 -2469 X - Y 1521 - 854 B - L 1776 -1149 X AA 1071 -1901 C - L 493 -734 Y - J 1112 - 656 C-N 1215 -1973 Y-Z 100 -147 C - O 773 -1206 Z AB 98 -143 C - K 1267 -667 AA -AC 1133 -2003 N - P 1133 -1975 AB -AD 93 -134 O - Q 782 -1221 AC-AF 1117 -1965 P - S 1118 -1963 AD- H 202 - 353 Q - R 790 -1232 AD-AE 791 -1296 K - R 213 -361 H - D 1244 - 638 R - T 93 -134 AE-AG 784 -12B5 R - J 787 -1244 AF-AH 1131 -1979 S - V 1134 - 2001 AG- D 775 -1269 T-U 98 -144 AH-D 1212 -1978 U - W 98 -144 D - G 497 -760 V - X 1072 -1900 ' G - E 1830 -1157 W - Y 100 -147 E - F 1429 -2294 J -AD 787 -1312 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. "WARNING- Please thoroughly review the "A -PROOF TRUSSES (" SELLER'1, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. __ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering�m q_fi ROOF responsibility for the design of the single Truss depleted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the=TRUSSE5 Building 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 TPI4. The approval of 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 TPI-1. The approval ofthe TDD and any field Anthony III, P.E. use 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 Any# T. TomTom guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are. referenced for general guidance. TPIA defines the responsibilities and duties olthe Truss80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Builifir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPIA. Copyright 02016 A•1 Roof Trusses;Anthony T.Tombo 111,P.E. Reproduction of this document, in any form, Is prohibited vdthout the wdaen permission of A•1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Plerce, FL 34946 Job Number. 75466 CEULLAR HOUSE Truss Label: C01G Ply: 1 SEQN: 9473 / T55 / GABL Qty:2 FROM: DRW: Wgt: 215.6 Ibs Page 2 of 2 P - Q 217 -334 S - T 257 -438 V - W 110 -226 - / ... 03/25/2019 AB -AC 252 -446 AE-AF 213 -343 AG-AH 182 -287 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parametersand read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp[ connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. SpecialtyEnginaer), the seal on any TDD represents an acceptance of the professional engineefin p.1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI.1.The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '164=TRI -SME5 Building 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 TPI-1. The approval of 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. The approval of the TDD and any fiaid yTombo III, P.E. Anthony use of the Truss, including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out In the TDD and the practices and An# T. TomTom Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer Is NOT the Bundir 3 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI4. Copyright 02016 A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Trusses—Amhony T. Tombo Ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 0312512019 76466 CO2 COMN 9 1 9448 D.AXA t1 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REG. I` 1's, —I Wind Criteria Code / Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 15.00 ft WAVE 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: :Rt Slider 2xB SP 2400f-1.8E: BLOCK LENGTH = 1.500' Bracing (a) Continuous lateral restraint equally spaced on member. Puriins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 22.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to Wind. �aX1a(E31 DefI/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefi U# Gravity Non -Gravity VERT(LL): 0.133 C 999 360 Loc R+ / R- / Rh / Rw / U / RL J 1030 /- A /1004 /413 /423 VERT(CL): 0.224 C 999 240 HORZ(LL): 0.102 F - - G 932 /- /- f795 /3B7 /- HORZ(TL): 0.166 B - - Wind reactions based on MWFRS Creep Factor: 2.0 J Erg Width = 8.0 Min Req = 1.6 Max TC CSI: 0.712 G Erg Width = - Min Req = - Max BC CSI: 0.665 Bearing J is a rigid surface. Max Web CSI: 0.521 Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 122.5lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.20 A - B 55 0 D - E 1375 -1126 B - C 1046 -1153 E - F 1079 -1169 C - D 1337 -1088 F - G 1148 -1289 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J - 1 1096 -699 H - G 849 -726 - H 715 - 343 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - J 919 -927 D - H 553 -782 C-1 518 -307 H-E 518 -359 I- D 792 -727 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER*) ACKNOWLEDGMENT" form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only AIpI a connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer)• the seal on any Too represents an acceptance of the professional engineedn a A_t Rang responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ��TRU5SE5 Building 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 TPF7. The approval of 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright@ 2018 A-1 Root Trusses —Anthony T. Tornbo III, P.E. Reproduction of this document In any form. Is prohibited vAthout the Written permission of A4 Root Trusses —Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job Truss 75466 CJ1 Truss Type JACK Qty Ply 2 1 03/25/2019 9372 f9 00 t 12 6 A SEAT PLATE REQ. —11611'i11--� T co CV N C0 Loading Criteria (psq Wind Criteria Code i Misc Criteria DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in , loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 195 /- !- /203 /97 /58 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.001 C - - D 13 /-8 /- /15 /11 /- EXP: C Kzt: NA Des Ld: 40.00 Plate Type(s): HORZ(rL): 0.001 C - C - /-15 /- /36 /41 /- Mean Height: 15.00 it WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.426 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf " Max BC CSI: 0.061 D Brg Width = 1.5 Min Req = - Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.6 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc, from endwall: Any Wgt: 7.0 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 A - B 37 0 B - C 38 - 39 Bot chord 2x4 SP #2 :Lt Stub Wedge 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purlins In lieu of structural panels or rigid ceiling use purins B - D 2 -3 to laterally brace Chards as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. 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. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p-11 RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the '11104TRUSSES Building 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 TPI-1. The approval of the R.,. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the Too and any field Anthony."Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer Is NOT the Buildir y 4461 St. Lucie Blvd. Designer m Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Cop/dght®7aleA-1RoofTrusses -Anthony T.TomboIII, P.E.Reproductiono}Ihls document, Inanyform,Isprohlbitedwithoutthe written permission ofA-1Roof Trusses - Anthony T.TomboIII, P.E. Fort Pierce, FL 34946 Job 75466 Truss D01 G Truss Type COMN Qty Ply 03/25/2019 1 1 1 9496 Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber D IIISX6(R1 IIIJAIU _MI1.1I9 IIIJAItI :10(B2)(1) SEAT PLATE REQ. SEAT PLATE REQ. 18' 1'4"12 1'2"8 1'4' 12 2 93� 2� 2 93� 2 2� 2 932# 2 932# 932# 932# 932# 932# Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 Top chord 2x4 SP M-30 Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W3 2x4 SP M-30: :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at 0.00 to 62 plf at 18.00 BC: From 20 plf at 0.00 to 20 plf at 18.00 BC: 932 Ib Conc. Load at 1.40, 3.40, 5.40, 7.40 9.40,10.60,12.60,14.60,16.60 Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.00 18.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. Code / Misc Criteria Def[/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.129 1 999 360 Loc R+ / R- / Rh / Rw / U / RL A 4914 /- /- /- /20B1 /- Rep Factors Used: Varies by Ld C 10PERT(CL): 0.259 1 806 240 FT/RT:10(0)/10(10) HORZ(LL): 0.035 C - - K 4957 A /- /- 12099 /- Plate Type(s): HORZ(fL): 0.069 C - - Wnd reactions based on MWFRS WAVE, HS Creep Factor. 2.0 A Brg Width = 8.0 Min Req = 4.1 Max TC CSI: 0.684 K Brg Wdth = 8.0 Min Req = 4.1 Max BC CSI: 0.977 Bearings A & G are a rigid surface. Max Web CSI: 0.895 Bearings A & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 106.4lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.20 A - B 3115 -7310 D - E 2336 -5486 B - C 3075 -7248 L - F 3122 -7361 C - D 2337 - 5487 F - G 3162 -7423 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - J 6407 -2710 I - H 6404 -2712 J - 1 6310 - 2673 H - G 6504 - 2751 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J - C 1630 - 616 I - E 761 -1785 C -1 715 -1675 E - H 1743 - 663 D - I 4493 -1828 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. - Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering A_1 RaOF responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions. suitability and use of this Truss for any Building Is the '1649TRUsSE5 Building 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 TPI-1. The approval of the nwe.­ 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer o1 any building. All capitalized terms are as defined in TPI-1. CopyrightC 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction ofihis document In any form, Is prohibited without the written permission of Al Roof Trusses -Anthony T. Tombo 111, P.E. I Fort Pierce, FL 34946 Job Truss Truss Type Qty, Ply 03/25/2019 9508 75466 D02 COMN 2 1 D-4x4 N rD T IV SEAT PLATE REQ. =5X6 SEAT PLATE REQ. 18' Loading Criteria (pe0 Wind Criteria Code / Mise Criteria DefUCS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.029 H 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.059 H 999 240 B 831 /- /- /812 /381 /230 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.012 H - - 1 831 /- P /546 /376 P EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.022 H - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 15.00 ft WAVE Creep Factor: 20. B Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.356 I Brg Width = B.0 Min Req = 1.5 Load Duration:1.25 BCDL: 5.0 psf Max BC CSI: 0.824 Bearings B & I are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Bearings B & I require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.430 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt: 82.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A - B 37 0 D - E 1207 - 859 Lumber B - C 1349 -1131 E - F 1354 -1131 C - D 1228 -859 F - G 37 0 Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Purlins B - H 980 -1060 H - F 944 -1102 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 120 0.00 18.00 Apply purlins to any chords above or below fillers C - H 280 -266 H - E 317 -266 at 24" OC unless shown otherwise above. D - H 661 -934 Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin RA-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �m TR1155F5 Building 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 TPI-1. The approval of 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 TPI-I. The approval ofthe TDD and any field Anthony. Tombo III, P.E. use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. AD notes set out in the TDD and the practices and on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Al capitalized terra are as defined in TPI-1. Copyright 0 2016 A-1 Root Trusses —Anthony T. Tombo III, P.E. Reproduction of this document In any fain, Is prohibited Wthout the wdtten permission of X1 Roof Trusses— Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/21/2019 75466 1 D03 I COMN 6 1 9512 1 9' -I- 9' D=4X4 SEAT PLATE REQ. 18, SEAT PLATE REQ. 1,6„ Loading Criteria o.0 Wind Criteria Code / Misc Criteria DefUCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefi U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.032 H 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure:. Closed Rep Factors Used: Yes VERT(CL): 0.063 H 999 240 B 831 /- /- /556 /139 /230 BCDL: 10.00 Risk Category: II FT/RTA0(0)/10(10) HORZ(LL): 0.013 H - - 1 831 /- !- /556 /139 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.027 H - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 15.00 ft WAVE Creep Factor. 2.0 B Br Width = 8.0 Min Re 1.5 9 q NCBCLL: 10.00- TCDL: 5.0 sf p Max TC CSI: 0.339 I Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf " Max BC CSI: 0. Bearings B & I are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h to 2h Bearings B & I require a seat plate. C&C Dist a: 3.00 it Max Web CSI: 0.185 185 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt: 82.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 A - B 37 0 D - E 469 -859 Lumber B-C 577 -1131 E-F 576 -1131 1 C - D 468 -859 F - G 37 0 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Purlins B - H 943 -361 H - F 943 - 396 In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 120 0.00 18.00 Apply puriins to any chords above or below fillers C - H 282 -265 H - E 282 -255 at 24" OC unless shown otherwise above. D - H 485 -143 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. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl - connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin A-1 ROOF responsibility for the design of the single Truss depleted on the TDD only, under TPFi. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the aTRI159E5 Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPHi. The approval of the responsibility o1 the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Informallon (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwlse defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1. Copyright@ 2016 A-1 Roof Trusses —Anthony T. Tombo 111,P.E. Reproduction of this document, in any form, is prohibited without the written permission of A•1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Plerce, FL 34946 Job Truss Truss Type Oty Ply 11312512019 76466 1 D04 I COMN 1 1 1 1 9504 So N ro T Loading Criteria (pep TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 9' D=4X4 =5X6 9' SEAT PLATE REG. SEAT PLATE REG. 18' �- 1'6" - 1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: > 2h 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 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 18.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Code / Mlse Criteria Deft/CSI Criteria ' ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Lldefi U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.030 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 834 /- /- 1556 /141 /209 Rep Factors Used: Yes VERT(CL): 0.061 G 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.013 G - - - H 738 /- /- /448 /111 A Plate Type(s): HORZ(fL): 0.027 G - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.341 H Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.806 Bearing B is a rigid surface. Max Web CSI: 0.186 Bearing H Fcperp = 585psi. Bearings B & H require a seat plate. Wgt: 82.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.20 A- B 37 0 D- E 498 - 868 B - C 602 -1139 E - F 633 -1149 C - D 474 - 867 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 950 -469 G - F 964 -468 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - G 281 -265 G - E 293 -281 D - G 489 -176 "WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ('.'SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verily design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III. P.E. Reference Sheet before use. Unless otherwise stated on the Too. only Alpi connector plates shall be used for the TDo to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p_ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �im� TRUSSES Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 TDo and the practices and y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss DesignEngineerand Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildlr 3 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copydght 02016 A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Reproduction of this document, In any form, is prohibited without the written permission of A-1 Root Trusses— Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/25/2019 76466 1 D05 . I COMN 1 1 1 9389 SD N rN eTe 1 Loading Criteria (ps9 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " De•4X4 =5X6 SEAT PLATE RED. 18' �-1'6" —1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: > 2h 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 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3: Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 18.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Def /CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.030 G 999 36 VERT(CL): 0.061 G 999 24 HORZ(LL): 0.013 G - HORZ(fL): 0.027 G - Creep Factor. 2.0 Max TC CSI: 0.341 Max BC CSI: 0.806 Max Web CSI: 0.186 Wgt: 82.6 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 834 1- 1- /556 /141 /209 F 738 !- /- /448 /111 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F 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. VIEW Ver: 18.02.01A.0205.20 J A - B 37 0 D - E 498 - 868 B - C 602 -1139 E - F 633 -1149 C - D 474 - 867 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 950 -459 G - F 954 -468 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - G 281 - 265 G - E 293 - 281 D - G 489 -176 "WARNING" Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp! B connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin A-f RUDF responsibility for the design of the single Truss depicted on the TDD only. under TPI.1. The design assumptions, loading conditions• suitability and use of this Truss for any Building Is the �STRUSSE5 Building 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 TKA. The approval of the .. , responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer• unless otherwise defined by a Contract agreed upon In writing by a1 parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized term areas defined in TPI-1. Copydght®2016 A•1 Roof Trusses, —Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of X1 Rod Trusses —Anthony T. Tombo 111, P.E. Fort Pierce, FL 34946 Job Truss 75466 1 E01 G Truss Type HIPM Qty FPly 03/27/2019 10185 Loading Criteria (pa9 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 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 ft 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 :Lt Stub Wedge 2x4 SP #3: Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at -1.50 to 62 plf at 4.00 BC: From 20 plf at 0.00 to 20 plf at 4.06 TC: 115 lb Conc. Load at 3.03 BC: 131 lb Conc. Load at 3.03 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.00 4.00 BC 49 0.00 4.06 Apply purlins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wnd loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. 115# F 3'0"6 ! 1.0"6 i 3' 11, ,12 SEAT PLATE REC. i 4 0"12 �� I` 1'6" 1 4' i12 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by-Ld FT/RT:10(0)/10(10) ._ Plate Type(s): WAVE 4 131# Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.020 G 999 36 I%tRT(CL): 0.039 G 999 24 HORZ(LL): 0.013 C - - HORZ(fL): 0.026 C - _ - Creep Factor. 2.0 Max TC CSI: 0.269 Max BC CSI: 0.458 Max Web CSI: 0.101 Wgt: 23.8 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 330 1- 1- !- /162 /- E 337 !- /- A /122 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 37 -26 C-D 8 -25 B - C 59 - 98 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 35 -18 F-E 0 0 G-F 26 -8 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-G 122 -91 D-F 45 -125 -WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the Too to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin p-t ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 'AA-TRUS-SE5 Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the contend of the IRC, the IBC, local building code and TPI.1. The approval of the ..,.., .. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field y Anthon T. Tombo III, P.E. use 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 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. An capitalized terms are as defined in TPI-1. Copydght®2018 A-1 Roof Tmsses-Anthony T. Tombo III, P.E. Reproduction of this document In any tam. Is prohibited without the wdften permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 75466. Truss Truss Type E02 I MONO Qty Ply 3 1 03127/2019 10201 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 :Lt Stub Wedge 2x4 SP #3: Purllns In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 49 0.00 4.06 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. 4, 1 SEAT PLATE REQ. 4'0"12 L 1,6„_ I 4,01i 2 Code / Mist; Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE - DefUCSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.003 C - HORZ(rL): 0.003 C - Creep Factor: 2.0 Max TC CSI: 0.301 Max BC CSI: 0.079 Max Web CSI: 0.138 Wgt: 22.4 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 270 /- !- /233 /84 /138 D 150 P /- 1120 /91 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D 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 37 0 B-C 42 -100 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 8 -12 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-E 210 -104 —WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER'S ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn a A_t ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, sultabilityand use of this Truss for any Building lathe Building Is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code andTPI-I. The approval of the TDD and any field Anthony.TombG III, P.E. use 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 On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized terms are as defined In TPI-1. Copyright®2a18 A-1 Roof Trusees —Anthony T. Tombo 111, P.E. Reproductionofthledocument, in any form, Ic prohidtedvrithout the wmben Permission o}A•1 Rod Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 75466 r Truss Truss Type E03G I MONO 1ty I Pl1y 103/27/2019 10204 Loading Criteria (pe0 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.26 Spacing: 24.0 „ T m m iV Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 :Lt Stub Wedge 2x4 SP #3: Special Loads —(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at -1.50 to 62 plf at 4.00 BC: From 20 pH at 0.00 to 20 plf at 4.06 BC: 738 lb Conc. Load at 2.40 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 49 0.00 4.06 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. mI � 4, 9 2 SEAT PLATE RED. 1 4,0"12 �— 1.6, 1 4, 0' 2 �— 2,412 --i 1,8" 73B# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE DefIlCSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA W_RT(CL): NA HORZ(LL): 0.008 C HORZ(fL): 0.017 C - Creep Factor. 2.0 Max TC CSI: 0.406 Max BC CSI: 0.871 Max Web CSI: 0.204 Wgt: 22A Ibs, VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 566 /- !- /- /185 A D. 592 /- A /- /124 A Wnd reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D 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 37 -26 B - C 52 -83 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 38 -7 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-E 74 -129 -WARNING— Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the Too, only Alpi connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 1TRI ME5 Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the ^, responsibility ofthe Owner, the Owners authorized agent ofthe Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field Anthony.Tombo III, P.E. use ofthe Truss, including handling, storage, Installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out In the TDD and the practices and on y guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 3 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. copyright 02016 A•1 Roof Trusses —Anthony T. Tombo Ill, P.E. Reproduction of this document In any form,is proNbtedwithout thewriaen permksIon ofAl Roofhusses—Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/25/2019 75466 FG01 FLAT 1 1 9548 300# �— 17'8 1 ran$ IIIA.5X4 =3BX4 III 1.C4 T U U SO T E D 3X3 =3X3 3'3" Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): , 0.005 B 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: NA _ Rep Factors Used: No VERT(CL): 0.006 B 999 240 E 775 /- /- /- A A BCDL: 5.00 Category: NA. FT/RT:10(0)/10(10) HORZ(LL): 0.002 D - - D 775 A A- !- P /- EXP: NA Kzt: NA Plate Type(s): HORZ(TL): 0.003 D - - E Big Width = - Min Req = - Des Ld: 55.00 Mean Height: NA It WAVE NCBCLL: 10.00 TCDL: NA psi Creep Factor. 2.0 D Big Width = - Min Req = - Load Duration: 1.00 BCDL: NA psf Max TC CSI: 0.335 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parallel Dist: NA Max BC CSI: 0.215 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: NA ft Max Web CSI. DA 75 A - B 0 - 8 B - C 0 - 8 Loc, from endwall: NA Wgt: 19.6 Ibs I: NA GCpi: NA Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: NA VIEW Ver: 18.02.01A.0205.20 I Chords Tens.Comp. Lumber E - D 599 0 Top chord 2x4 SP #2 Botchord #2 Maximum Web Forces Per P Wee SP Webs 2x4 SP #3 h' (Ibs ) Webs Tens.Comp. Webs Tens. Comp. Special Loads A- E 0 -320 B- D 0 -738 --(Lumber Dur.Fac =1.00 / Plate Dur.Fac =1.00) E - B 0 -738 C - D 0 -343 TC: From 467 plf at 0.00 to 467 plf at 3.25 BC: From 10 pif at 0.00 to 10 plf at 3.25 Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 39 0.00 3.25 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, between 1-7-8 to 1-7-8, nonconcurrent with design gravity loads. Additional Notes Provide for complete drainage of roof. Truss must be installed as shown with top chord up. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, ony Alpl connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional enginearin A-1 RDOF responsibility for the design of the single Truss depicted on the TDD only. under TPI-I. The design assumptions, loadingconditions, suitability and use of this Truss for any Building is the AotwTRUSSES Building 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 TPI-1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony T. Tombo III, P.E. use 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 TOO and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA arereferenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss - # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyright® 2016 A-t Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, is prohiblted without the written permission of AA Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 34946 Job 75466 Truss Truss Type FT01 FLAT Qty Ply 03/25/2019 4 1 9540 Loading Criteria (psq TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 A 3X3 III 1.5gX4 T L _J (0I F1 F- -1 1 1 1 Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Kzt: NA Mean Height: NAft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 39 0.00 3.25 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes Truss must be installed as shown with top chord up. D C 1111.5X4 = 3X3 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT.10(0)/10(10) Plate Type(s): WAVE - 31311 Def11CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.000 B 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.000 B 999 240 D 179 /_ /_ /_ /_ /_ HORZ(LL): -0.000 B - - C 179 1- A /- /- A HORZ(fL): 0.000 B - D Brg Width = - Min Req = - Creep Factor. 2.0 C Brg Width = - Min Req = - Max TC CSI: 0.328 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.089 Chords Tens.Comp. Max Web CSI: 0.061 A - B 0 -12 Wgt: 18.21bs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 18.02.01A.0205.20 Chords Tens.Comp. D-C 12 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-D 0 -162 B-C 0 -162 A-C 0 0 —WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _ Verity design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, onlyAlpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn v A-f RROF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �=TRUSSE5 Building 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 TPI.1. The approval of 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 TPI.1. The approval of the TDD and any field Anthony "Tombo III, P.E. use 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 end the practices and On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1. Copyright m 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproducfion of this document, in any form, is prohidted without the written permission of A-1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 4 Job Truss Truss Type Qty, Ply 03/27/2019 7'6466 G01 GABL 2 1 9413 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 13 12 _ rl I— 41611 - _I �-- 1'6'1--� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 GCp1: 0.18 Wind Duration: 1.60 Plating Notes All plates are 2X4(A1) except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 52 0.15 4.50 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. T Tco SP a� ll Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF Code: FBC 2017 RES TPI Std: 2014 PP Deflection in loc Udefi U# VERT(LL): 0.004 F 999 360 Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL G' 186 /- /- /98 /302 /83 Wind reactions based on MWFRS G Brg Width = 54.0 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Rep Factors Used: Varies by Ld C FT/RT:10(0)/10(10) Plate Type(s): WAVE WRT(CL): 0.005 F 999 240 HORZ(LL): -0.002 F - - HORZ(fL): 0.002 F - - Creep Factor: 2:0 Max TC CSI: 0.781 Max BC CSI: 0.131 Max Web CSI: 0.184 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 45 0 C - D 26 - 68 B-C 9 -191 Wgt: 19.6 Ibs VIEW Ver: 18.02.01A.0205.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 408 -24 F - E 427 -25 Maximum Web, Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - F 618 -266 ", D - E 273 -120 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER". GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verily design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The designassumptions, loading conditions, suitability and use of this Truss for any Building Is the A0=ETRI.SSE5 Building is the responsibility of the Own er,the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- 1. The approval of the pu 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 TPI-1. The approval ofthe TDD and any field AnthonyT. Tombo III, P.E. use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out In the TDD and the practices and on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general, guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir 3 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In 7PI-1. Copyright®2018 A-1 Roof Trusses —Anthony T. Tombo III, P.E. Reproduction of this document, in any form. Is prohibited without the written permission of A-1 Root Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 75466 Truss Truss Type G02 I MONO Qty I Ply 03/25/2019 15 1 9416 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 - Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 3 E12�:::- SEAT PLATE REQ. 4'611 [-- 1'6" --� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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: Any GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 52 0.15 4.50 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 - Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 1111.5X4 C T TSO m o� Def11CSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D - HORZ(TL): 0.005 D - Creep Factor. 2.0 Max TC CSI: 0.391 Max BC CSI: 0.221 Max Web CSI: 0.153 Wgt: 18.21bs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL E 294 A /- 1250 /229 /79 D 157 ./- /- /131 /97 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 B-C 8 -51 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 18 -30 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - D 254 -106 -WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLEW). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp[ connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPFi. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 'd910=TRU55F5 Building 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 TPI-1. The approval of 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 TPI.1. The approval ofthe TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Builifir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copydgbt02019A.1 Roof'r—m-AnthonyT.Tombolli,P.E. Reproduction of ihia document, in any fora, Ia prahi6ited without the written permisalon of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL. 34946 Job V Truss Truss Type Qty Ply 03/27/2019 75466 1 H01 I GABL 2 1 1 9407 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 - Des Ld: 40.00 --. _ NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 3 �-- 1'6" ---{ Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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: Any GCpi: 0.18 Wind Duration: 1.60 Plating Notes All plates are 2X4(A1) except as noted. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.15 4.33 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. . Loading Truss designed to support 2-0-0 top chord outlookers and Gadding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wnd loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE DefUCSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 F 999 360 W-RT(CL): 0.005 F 999 240 HORZ(LL): -0.002 F - - HORZ(fL): 0.002 F - Creep Factor. 2.0 -- Max TC CSI: 0.781 Max BC CSI: 0.128 Max Web CSI: 0.178 Wgt: 19.6 lbs VIEW Ver: 18.02.01A.0205.20 1 11 T T r, ;r :�__ co 11 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL G' 187 /- ' /- - /99 /305 /84 Wind reactions based on MWFRS G Brg Width = 52.0 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 45 0 C-D 24 -61 B-C 24 -213 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 419 -25 F-E 419 -25 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 598 - 254 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. D - E 246 -108 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss -Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Allot 5 connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin A-t ROOF responsibility for the designaf the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the - '649TRUSSE5 Building 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 TPI-1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copydght 02016 A-1 Roof Truss. —Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of AARoof Trusses— Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type oty Ply 03125121119 I 75466 H02 MONO 12 1 sa10 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins 3+4 12 3 p SEAT PLATE REQ. �- 1'6" --- Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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: Any GCpi: 0.18 Wind Duration: 1.60 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.15 4.33 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE II 1.5X4C 4'4" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(rL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.391 Max BC CSI: 0.202 Max Web CSI: 0.141 Wgt: 18.2 Ibs VIEW Ver: 18.02.01A.0205.20 vIT T oo li ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL E 288 A /- /245 /226 /77 D 150 A /- /125 192 /- Wind reactions based on MWFRS E Brg Width = 0.0 Min Req = 1.5 D Big Width = - Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 B-C 8 -49 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 17 -28 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-D 244 -101 -WARNING— Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineefin A_>I RUOF responsibility for the design of the single Truss depicted.on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the �zTRU55E5 Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPF1. The approval of the responsibility of the Owner, the Owners allthDdzed agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-I. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 02016 A-1 Root Trusses —Anthony T. Tombo 111,P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/25/2019 75466 1 H J 14 I HIP_ 4 1 1 9432 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 C 12 6.36 ;g_Jj T III 1.5XLn T M -CO iv a— N O 1 A Li 1II3X6 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA - Mean Height: 15.00 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 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 23 0.00 1.89 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. SEAT PLATE REQ. 2'0"11 --15" +— 1'5"2 �— 1'10"10 Code ! Misc Criteria DetUCSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefi U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.000 B 999 36D Loc R+ ! R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.000 B 999 240 E 268 /- /- /350 1197 /- FT/RT:10(0)/10(10) HORZ(LL): 0.000 B - - D 38 /- !- /65 /37 /- Plate Type(s): HORZ(fL): 0.000 B - - C - /-7 !- /94 /96 /99 WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.934 E Brg Width =11.3 Min Req = 1.5 Max BC CSI: 0.054 D Brg Width =1.5 Min Req = - Max Web CSI: 0.111 C Brg Width =1.5 Min Req = - Bearing E is a rigid surface. Wgt: 11.9 Ibs Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. A- B 58 0 B- C 432 -122 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 879 - 305 -WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineedn A-1 ROOF -responsibility for the design ofthe single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 1910ATRUSSE5 Building is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the ., od,.,4. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code end TPI-1. The approval of the TDD and arty field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, RE Reproduction of this document, In any form, is prolribled without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 0312512019 75466 1 HJ3 HIP_ 1 1 9378 Loading Criteria (pe0 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " m� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II FRCP: C Kzt: NA Mean Height: 15.00 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 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :Lt Stub Wedge 2x4 SP #3: Special Loads -(Lumber Dur.Fac.=1.25I Plate Dur.Fac =1.25) TC: From 0 plf at -2.12 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 pif at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -9 lb Conc. Load at 1.41 BC: 26 lb Conc. Load at 1.41 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.00 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. _9# 1'S" 2'9"3 -{ C 12 � T 4.24 p 111 B 6(G1) N ZD A 1 IV D1 SEAT PLATE REQ. �- -2,17 47"3 4 26# Code I Misc Criteria DetUCSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 183 /- A A /114 A Rep Factors Used: Varies by Ld C WRT(CL): NA FT/RT.10(0)/10(10) HORZ(LL): -0.002 D - D 76 A A A /5 A Plate Type(s): HORZ(TL): 0.004 D - C' 41 /-3 A A /14 A WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.135 B Brg Width =10.6 Min Req = 1.5 Max BC CSI: 0.172 D Brg Width =1.5 Min Req = - Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Wgt: 18.2 Ibs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. A-B 20 -14 B-C 20 -16 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. _ B-D 1 -1 "WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only A1pi connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer),.the seat on any TDD represents an acceptance of the professional engineerin �q_� RaOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the - �ITHUSSES Building 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 TPF1. The approval of 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 TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized tams are as defined in TPI-1. copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any fam, Is prohibited without the written permission of A•1 Rod Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job " 76466 Truss Truss Type J 14 I EJAC Qty Ply 03/25/2019 22 1 1 9428 Loading Criteria (psg TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 C 12 9 7 1111.5X4 B T T to - H B 10"8 N N A Ll 1113X6E D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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: Any GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 16 0.00 1.33 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. SEAT PLATE REQ. 1 r6" ­4"! }-- 10"8 -- �--1 r4" Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FLIRT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.000 B 999 360 VERT(CQ: 0.000 B 999 240 HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TIC CSI: 0.289 Max BC CSI: 0.026 Max Web CSI: 0.055. Wgt: 10.5lbs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL E 197 /- /- /315 /156 /- D 27 /- /- /46 /26 /- C - /-5 /- /93 /109 /99 Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 55 0 B-C 281 -149 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 434 -283 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verity design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise staled on the TDD, only Alpl a connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin � A-R17OF responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Building Building is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPH7. The approval of the .. ..a, 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 TPI-1. The approval ofthe TOO and arry field Anthony. Tombo III, P.E. use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out in the TDD and the practices and y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance.. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. Al capitalized terms are as defined in TPI-1. Copyright 0201a A-1 Roof Trusses —Anthony T. Tombo III, RE Reproduction of this document, In any form. Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 03/25/2019 7'5466 1 Jib EJAC 1 1 1 1 9375 Loading Criteria (ps9 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " C —17 12 6 m 1113X6(G1 N B (V 00 A D SEAT PLATE REQ. 1'6" 3' Wind Criteria - Code I Misc Criteria Wind Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Std: 2014 Enclosure: Closed Rep Factors Used: Yes Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Mean Height: 15.00 it WAVE 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 #2 Bot chord 2x4 SP #2 :Lt Stub Wedge 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 , 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. DefUCSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 C - - HORZ(rL): 0.001 C - - Creep Factor. 2.0 Max TC CSI: 0.245 Max BC CSI: 0.085 Max Web CSI: moo Wgt: 14.0 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 234 !- /- /211 /77 /111 D 55 !- A /29 /- !- C 74 /- /- /53 172 /- 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 37 0 B-C 35 -84 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 2 -1 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'I, GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo 111. P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p4 NpOF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 'JOTNUSSE5 Building 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 TPI-1. The approval of 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 TPI-1. The approval ofthe TDD and any field Anthony. Tombo III, P.E. use 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 On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responslbilAies and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by at parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. Copydght 02016 A-1 Roof Trusses —Anthony T. Tombo 111.P.E. Reproduction of this document in any form, Is prohibited vANout the written permission of A-1 Root Trusses— Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946 Job 7�466 Truss K01 Truss Type GABL . Qty Ply 3 1 03/27/2019 9398 Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NC13CLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 11 �-- 1'6" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Stub Wedge 2x4 SP #3: Plating Notes All plates are 4X6(G1) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and Gadding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. SEAT PLATE REQ. {- 2' Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT.10(0)/10(10) Plate Type(s): WAVE (oR p 1113X6 DefUCSI Criteria PP Deflection in loc Udell U# VERT(LL): NA WERT(CL): NA HORZ(LL): -0.001 C - - HORZ(rL):.0.002 C - - Creep Factor. 2.0 Max TC CSI: 0.B52 Max BC CSI: 0.087 Max Web CSI: 0.111 Wgt: 12.6 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D• 245 /- /- /208 /398 /215 Wind reactions based on MWFRS D Brg Width = 24.0 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 77 0 B-C 41 -130 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 597 -112 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. C - D 287 - B8 —WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLEITI, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Aipi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineedn Es E A -II R13UF responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ��TRUSSE5 Building 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 TPI-1. The approval of the responsibility of the Owner, the O.wnefs authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony T. Tombo III, P.E. use orthe 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 ny guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright 02016 A-1 Roof Trusses —Anthony T. Tombo III, P.E. Reproduction ofthis document, In any form. Is proNdted vriMout Me wdsen permission of A-1 Roof Trusses —Anthony T. Tombo ill, RE Fort Pierce, FL 34946 Job 75466 Truss Truss Type Qty Ply 03127/2019 K02 I MONO 6 1 1 9401 Loading Criteria (psg TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 12 III 1.5X4 C 6 1113X6(G1 to B ap N r- O SO F1 (V 00 AA III1.5X4p Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed _ Risk Category: II EXP: C Kzl: NA Mean Height: 15.00 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 #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Stub Wedge 2x4 SP #3: Puriins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. SEAT PLATE REQ. 12' � 1'6" Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s_):., WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 C - - HORZ(fL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.426 Max BC CSI: 0.038 Max Web CSI: 0.054 Wgt: 12.6 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 204 /- A /194 174 /84 D 51 A A /39 /37 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req =-1.5 D 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 37 0 B-C 18 -65 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 3 -3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - D 143 - 38 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. = Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn o A-f ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPt-1. The design assumptions, loading conditions, suhabilily and use of this Truss for any Building is the=TRU55E5 Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the cordexl of the IRC, the IBC, local building code and TPIA . The approval of the .. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPIA. The approval of the Too and any field Anthony. Tombo III, P.E. use 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 On y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties ofthe Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir 1 4461 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 02016 A-1 RoofTrusses-Anthony T. Tombo III, P.E. Reproduction of this document, in any form, is prohibited without the wdtten permisdon of A-1 Rod Trusses- Anthony T. Tombo 111, P.E. I Fort Pierce, FL 34946 Job 75466 Truss V12 Truss Type VAL Qty Ply 03/25/2019 1 1 1. 9366 Loading Criteria (psp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 R 5'5"1 .I 65"1 VA Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 Puriins In lieu of structural panels or rigid ceiling use pufins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 12.00 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. B=4X4 12' 610"4 $ $- 610"4 Code i Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Def1ICSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.025 D 999 36i VERT(CL): 0.052 D 999 24i HORZ(LL): -0.010 D - - HORZ(TL): 0.021 D - Creep Factor. 2.0 Max TC CSI: 0.505 Max BC CSI: 0.535 Max Web CSI: 0.178 ♦ Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ IR- IRh /Rw /U IRL E' 82 /- /- /41 /11 /9 Wind reactions based on MWFRS E Brg Width =144 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 509 - 375 B - C 509 - 376 Wgt: 40.6 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 18.02.01A.0205.20 dChords Tens.Comp. Chords Tens. Comp. A - D 432 -397 D - C 432 -397 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 599 - 688 —WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENTform. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering 6.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, sulabilityand use of this Truss for any Building Is the '09ORTR1r55E5 Building 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 TPF7. The approval of the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context oftfie IRC, the IBC, local building code and TPI-1. The approval of the TDD and airy field Anthony. Tombo III, P.E. use 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 y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir 3 4451 St Lucie Blvd. Designer or Tress System Engineer of any building. Al capitalized terms are as defined In TPI-1. Copyright 02016 A-1 Roof Tresses —Anthony T. Tombo Ill. P.E. Reproduction of this document in any form, le prohibited without the wdaen permission of X1 Roof Tresses —Anthony T. Tombo Ill, P.E. I Fort Pierce, FL 34946 Job , Truss Truss Type City [Ply 03126/2019 75466 I V6 I VAL 1 1 1 9362 91 — 2151r1 ZT1 1� 12 6 L,,- B=3X4 fi ZD �_=9M Wo Loading Criteria (pso Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.012 999 360 Loc R+ / R- / Rh / Rw / U / RL D' 82 /- /- /37 /9 77 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.022 999 240 BCDL: 10.00 Risk Category: II FT/RT:10(0)110(10) HORZ(LL): -0.004 - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.009 - - D Brg Width = 72.0 Min Req = - Des Ld: 40.00 Mean Height: 15.00 ft WAVE Creep Factor. 2.0 rigid surface. Bearing A is a gl NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: D.175 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.217 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: h to 2h A - B 328 -296 B - C 328 -296 C&C Dist a: 3.00 It Max Web CSI: 0.000 Loc. from endwall: not in 9.00 Wgt: 16.8 Ibs GCpi: 0.18 1 Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 Chords Tens.Comp. Lumber A - C 273 - 243 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 - 6.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. —WARNING- Please thoroughly review the "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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi connect r plates shall be used forthe TDD lobe valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-t RUOF responsibility for the design of the single Truss depicted on the TDD only, under TPF7. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ,9ORTRUSSES Building 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 TPF1. The approval of 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 TPI-1. The approval ofthe TDD and any field Anthony. Tombo III, P.E. use 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 on y guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Tres Design Engineer is NOT the Buildir g. 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright 0 2016 A-1 Root Trusses —Anthony T. Tombo III, P.E. Reproduction of this document. In any form, is prohibited without the written permission of A-1 Root Trusses— Anthony T. Tombo 111, P.E. Fort Pierce, FL 34946 Job , Truss Truss Type Qty Ply 113127121119 75466 1 MV2 VAL 1 1 1 9369 Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed . BCDL: 10.00 Risk Category: II EXP: C Kzt: NA - Des Ld: 40.00 Mean Height: 15.00 ft NC13CLL: 10.00 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 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 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. 15- 1,5rr1 12 6 B -2X4(D8R) T 0 i W -- 2' M Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Def /CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.007 B 999 361 VERT(CL): 0.014 B 999 241 HORZ(LL): 0.003 B - - HORZ(rL): 0:006 B - Creep Factor: 2.0 Max TC CSI: 0.069 Max BC CSI: 0.117 Max Web CSI: 0.000 Wgt: 5.6 Ibs VIEW Ver: 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D' 82 A A /49 /17 /18 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 -24 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 70 -13 —WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _ Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi - connector plates shall be used for the TDD to be valid. As a Truss Design Engineering #.a. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering �IA-11 RUDF responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the TRU55E5 Building is tha 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 TPI- I. The approval of the .. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPIA. The approval ofthe Too and any field Anthony T. Tombo III, P.E. use 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 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss _ # 80083 Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by -a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir 4451 St. Lucie Blvd. Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI4. Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the wrisen permission of A.1 Roof Trusses -Anthony T. Tombo III, P.E. L Fort Pierce, FL 34946 1 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTL01 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. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 0 r` ttach Corner Jack's F/ (2) 16d Toe Nails @ TIC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) arcM}-Pksa9za+pl$u�a M'r: Yuid i&'S�S`3i[E�"15EEi15 i4tyStY,�tptt�St�i�d@'CY4i7T-�W�R;ktsl•C�a hr�ks�paswA:cctEnalas?ar:da:keroLrs�sivae3i''imt�r sous*t.iarh,rT,l.E.tCxs+ceStat�tarrn. i�bw dimeat'�zd,eExt6tyrat¢ Xrt4unrJu plx7ufa"dla adla GrpEQpN*e.3 lts pastvs�peb}sayr„{trt}Fy+�a:�ca+er.kcry T�»7nssr!sms¢rp^a rapspdamxsdrgYsntmyrstpe^u§a+.4*SMk:eltr e!iksss CM.aarwtts5i9sotp,nCx ma, ' isrAexpts.a5cryha gcxhmes. ti:uy Anthony T. ToCslbo Etl, P.E. wbueft, atria o:,ia6. as!v aaESMapiaas rtru+3NtB4t7 et R.:.rtseaa�a9quae Ei;&sp£t^.gsttasaa r,r~sn WtAlvdso-�staq tad:eiM1, to x7p oegt,..alan!&xttfNNs. rcM.41.t�µs7zspr,»st0A miles; svlkE� a4 hd '80083 ffitlp rxrMcn�4 ra to sn as,rYGatda;mhrs e3 pxaa;rasdrmEtnJwp E:vgasss5ctradsr!sluatK.�jrtahaies3,lnad arredrzse;e[mrpmm hat. !9 �araxz rezgxxm4€5;azca kquaWrtmsWw r. troll tzvastr m,crAkz;af c, We:z 4451 St. Lucie Blvd. #unneM. Jgsbsdna rg�aYe+. .rznu;Mcsyttaavaar»d I4atrn,£> Es xv ha.: pe i'' %W+iyxa.0 twn5!ssa6pmraA wtt k+E. zxc�t;uet mmt7<ewAla,=taiRt FeatNeree, FL 34946 � (cppiiPhJ92QI6k�E Pastlnuar Aatla€pT.TamSa Ilt, P.E, Papaadaaiao oitk'as daa�eat, iv cx<ybrm; is pahih'dxd w'ahaetaha tsittaapenissEaa GFm A-IRa¢tT,esses�Acthanp Licaka 116Pd. FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. 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 0 r 24' O.C. 2XG DIAGONAL BRACE SPACED 4B' O.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 TD FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). ol PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. ENO WALL 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 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND 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 G' O.C. (2X4 STUDS MINIMUM). STRUCTURAL I I / GABLE ABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE L ALI BRACING METHODS 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 / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / \ SS / UKAL TRUSS ...�... 3T1 D 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. ' STANDARD PIGGYBACK TRUSS J.ULY 17, 2017 A„ STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, 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 TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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. iPl� �pltNaPNpi1! (f±R� Cd �li i�pjk'dppi ^gyp �ilr<.uiplt}f${(�p�',-.^.Yj (¢jj7,Y �p�j[(j�'jY��{(�S'jlt��fP. Yi'It7 CIfQS pCCR'C) Citta)tQp941 G"'Stm1t4V)t�!9�5j1(�Gial:L'#A r.tP:}i[{A4Q�t'ifR i�'.a}ArL"A tN. �'i5{PrMhM1I iK'il it 1j11t�, t� x�rafw,a+fro.l,aojr>4,t+mmrasuufran)r.,{us>p i>s+,.sp,vcrtyPeP!.>urao.a„ :�yrwe.na:,pa,,...aap4.,,�+a.g r�yre st.n,e,mrpdsly.plis"{smpat.,r,:au~r.atrtmtzarc�:. .s;udPprPew4.x-x,•, prstborcyT.Tomtm111,P.E. mead rlhslan Wxiry lk'iyhtuirsra{Mt,AI~nv sr,d)Grw,S ee4stNe�memtxunpc7,eeew.hnaLse9t,m�nf erk:akarfepuadlwl.Mapram�lsacta,tH eaauacnaayk�aF omj4a�*acamefrtals§uu larra!+t .789083 ' L4 tleknE.,rx Auolt,iat4`s::aoe.tei[4mtntrtmaswp p,471otatS«tfcp(wtaxdde9t idr Jue3fS;j:esisetll In WHU criwewttu ya{+004M.. IN W*frw mdtn)slEaulcsser,ehsc 44515:. Luria BKd. <"»rr>•uJrtkrlp7)tmsa!;optetgaaa Fp,@}Prtn aad«N. fDf'nst0ei{e(ryaennM:l lit k'd!.«gUtdjxr.alm{S1{hxi!*pzrevdmrtetdap Cnn SG.;.dtarxirsrm Gd�c+tofYfd. FOR PiIN[2, FL 34946 (cFY'0101116A4ladho es•Aat3oayllimbollLF.E. Eeps-0odiaadI` dtsomesi,ino®/lum,ispob ittlkboolittrntteopAissiea(amA•licefLesus.kIAPcrl.lerko1l.t.(. JULY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 GENERAL SPECIFICATIONS: GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X4.5") WOOD SCREWS INTO EACH BASE TRUSS. 1 _ 1 1_�.l 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 NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES ^".'_E END, COMMON 3S, 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 II BUILDING EXPOSURE C 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. 6acat•t1e!se4ase�lraa§r aa'Id 1�1IG`YxS4('SFfifl�. f!lfllt iiW.ilit1W91'SYtfEitJY�'LII!U'11!��flSfa7L,S'�'!'Gta. YnAlkvppacst'ex oBtrDt»4swl6slossht+pgmgQGSP,eeiOa s,�ar t.taasiCil GlEstecnS4at6dat tu, 6ptt dicneaketa4a1C4,e3M xt+tt a „�k.HlNto,tuusa,ei.lcty tea+rGpw(at.stn�ry[ "pa leax=a ttc,ti wno«ti"aan�r,,,hofa xaa�x a n<�,ar�ae:s/at,ney:atna,raaar;.a rFa.lvat .tt pu,�tq,>w ,.:jai Anthony T.TomboIII, P.E. aYtan dnh tn351aCmJ Edtalii QSlfilLl Bail �MOtl�RreaC3lfaRfa14N 0tt41 ➢i ffil C, aCutiC tl,pR.t i12Ea911GENC:�EC ad Y92 MJ'e lFtr;Yj a270dr1b I. Gr 9E(EddC:MCd 1�3edtdtly Wd6fl d6r1filit.lakatt�Caifc'ir,SIC {43abQC3[eSa Staki t51i131®I lt!I41L i1Jx1 0 (IM3 ' tht 6xaEag Dn4teacalna[fw. taxRnsetaaxtaa lei and na lfi:mn Nl gtlQt� i�3710' tjtD9Qadli�G?t}v?iiS+:tAtO v i� +Sb'13}in RQ.li(b 6itS}ltkIISt�lf]tll11Yi1[41. in i If"nomi'm:i,iftoudmnlfAl Nil engS, trns ef.' p Dow, a9ii tU:+Yt%N.kfLlLISS 4451 St Lucie Blvd. enaar!sxhtmdtixiu^xtgareLaier�.�ci iitppatts shad: F*tlfa➢sgtuyx het*trl; tgltk tkrl exshau,a?msSJvzaG+taaxadey tiaq, Rl cRakialtdasan as khralalTH' Fort Pierce, FL 34946 •(agyrighlV21116A-1Roof hassei-h1hoof1.Loh IILIi.E. Btgfrd0rtic9alMdatemeas,isaetlsim,4pi Githilo satOtwinenparmist'sonhamMfoofhesses-AdonTT.I mhaIII,F1. JULY 17, 2017 .: A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSSED VALLEY SET DETAIL GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: STDTL06 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 „N, 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. GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH NAILS 6" O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (114" X 3') WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. sarzl-l4aueWm+tiler+wree'N E65Uk'if8(RiE#1;4Uit3:38pyttU�3tf»if (6d�1i23fU'}3EOue::E:'4D1'�a, feEtiraciarstm crisraEaascaMl,ntWa�aks.=e{f9Rrait�ktim l.7aatyll.tdaam flsa:d:.+.m;+. &raeanne w3t,r6e tCt.ay wrier yceadss„r,isnte[ ¢ tr a srmrnato p �eap.t.!Pua rya,armxtna ar�rn "c:n , s dm pdiru�,�a,R say mo-Nram mtgadmvgeo,udFliEae.r a .�earntnao-pa, �.ameasat a��.s wy AnthonyT. Tombo 111, P.E. ' ala dsaat,:amae'^ lShm.tnc5dtl�wfltremr,ltm Gem sat5ahaferlahG ' En nn,AmmbtwEa6:,ria6 alGk;iS.dLyuLMRSL Iu 4ia+dw6i1E7 a:1 wt.xYafmdO,hntYJeegeM {.�+aJt,htd:medLrcy ikaMte nymN{rw -80033 :»Erd3aE[RrFd aad lenmka: d9m•xsda6e8�adtdpo esasf{dias�sdaeb.efcl(ctrsC.tC9! oa e1:�;piAdellslRaY80 ae:a'Mmaltipwcy�im. Rid lfxsd,n m�.' uadtsxsdAa fashi:gt,,erKsfe�+y=e,n adimsY . s.e<,m2ess 4451 St. Lucie Bbid. ehamneh'+aittsta+..xe�eagmm�tigtra§R.•anw,hN.ide?nsstxtip.fmynernitl tiz tc7.aryte,ila ntmrt:urzlgzmdwraad>q. En,xs..Y.vt'Rasmem laa:Ew ZM 1. Fort Plece,FL 34946 (epyligbC.2316AdiedTiessts•Anthill. raft 1101lepdrdadibis detamen,iseaylwmIspoiblimiw evAemianpcimlisierhrmA•Ih0tasses•Amtesy1.1ca li,11. VALLEY SET DET I JULY 17, 2017 I TRUH GH WIND VELOCITY) AIL I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPP MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II 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 UNDER v^, t 1 RUDOCD MUD 1 Dm 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 HTO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) ariy Hrartirad¢51jre+a.xt^,afi47ii:sfs{xnuysfefft[icwseic en��ssmica nsryl:tro si at+rr:.toa,�lWsdwar,n=lrt�a mn�xt�fi,o:zRar.:rf;r@t �drare. f. r:�. nt,T.teRe„ssamf e+-�. c*uon„at<br �a,tos.t�i Y7ei vrost4rplu:ilE:i/rselSm aeit3bte ra'!. Asafrnuica fynsm(t, Spftlf Leo Of pc'Ett'vatdetPatalatlrnpra U b INPAI h tmye imsaysdoN Mml.ala W, bldes�cluoms,fmfn3tntllm."4% AnUiony T. TOmta U], P.E. ml+se dfss TIMlf ' aljtriOi, 1@fin3iG11'fil!dbti�am.lffi@iem^SaR4X4flait6l mb tip'�d�SlhKIim, bu twuld u X,tl a, WN Inil gtell atInt.Thd4Serdtltb In ed mr@1lY13951 fwu,bdtlnrfai*,*g1,btth@dumtbmffQ 1�3@}t�te1QG11''!@@Jd g80083 6fi tuExy@teirm a!(snrlts. iRacts pcaati•'st3zAMilt�ttsacltahfstsdttefSaifwgm.c5e'ery�'a"raadis¢pe6tithlbfiperdSf;l Rertidtutlnitx'e`9dwal. iRl ktnn Osrfi�rs$daasRl imtidatirets 5e:)gk.itus @tpyt E;ctmadtr.;t#mdtSsrr.acbts aa:.'1r11t llASf tj 1 iMladaj..Sfil9fGt64d7Si fjeljmtin hrtill8. fa f:QS Mi^rtftj'atI It'x2� bI iRA¢) @afjart,m inR$ritA fifGR d {P, fS'Ai@. eJt$'.;fUtl P,191a1a1l4fiedM trai 44$1 Ufde Blvd. Fat Pierce, FL 34946 (opptifldf0POISiAdled Lusas-AelEcapI.LaSolfLPi. flrprcdadiaac(tlisdewmed6iauaflau,aprofb6CedeitkoalEawiiaeopamiuiee4amA�IPacflmsses�ActbanpT.TaeSoln;Pd. FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08' A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/10d NAILS, 6. O.C. VERT STUD 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. v * DIAGONAL BRACING *!k L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24- MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TD 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 10d NAILS SPACED 6' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0.OL. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH l6d NAILS SPACED G' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN 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 VERTICAL 2X6 SP OR SPF STUDV,BRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TD RTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL. BRACE 9. 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'X35' 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 1 DIAGONAL BRACE 1 (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP 931 STUD 12" O.C. 3.8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4412 6-6-11 9-10-15 2X4 SP #31 STUD R' O.C. 1 246 3-11-3 54-12 B-1-2 2X4 SP #2 12" O.C. 3-10.15 5-6-11 6-6-11 11-8-14 2X4 SP #2 ITO.C. 3-6-11 4-9-12 6-r11 10-8.0 2X4 SP #2 24" O.C. 3-1-4 1 3.11-3 1 6.2-9 1 9-343 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REOUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES 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 HEIGHT= 30 FEET :BORC 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ROOF SHEATHING (2) - 10d NAILS L TRUSSES 8 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - \ 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL DETA I FEBRUARY 17, 2017 I T WIDTH 2XI RACE ONLY IL I STDTL09 NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 91% 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 34946 772409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2XB 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 1-BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —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 T-BRACE SECTION DETAILS FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 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 A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE. F1 6 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409.10' BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK COD NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0.131' X 3'). r ATTACH TD VERTICAL BWITH LS(01313Od X3' NI 1 MIII •• I'1 .. III+ '.• `JI �n� 1 1/ MirI ► � 1� II� �I r BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3) - lDd NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAJ INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTD EDGE OF STRDNGBACK COD 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) - IDd NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409A010 LATERAL TOE -NAIL DETAIL 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 TD 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 B8.0 80.6 69.9 68.4 59.7 g.135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� Z 0 .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 63.2 52.5 i6 N M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' a 45.00° STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 0° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE )0° FEBRUARY17,2017 UPLIFT TOE -NAIL DETAIL STDTL12 �s A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. ri 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. 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 END 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' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF ISO. 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. srr USE (3) TOE -NAILS ON 2X4 BEARING WALL rrr USE (4) TOE -NAILS ON 2X6 BEARING.WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE LI:::5NEAR SIDE 3D' TOP PLATE OF WALL L Z Ix 71 1' FOR 'NAIL ,25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL SIDE VIEW END VIEW TOE —NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF—S 0Z .131 59 48 32 30 20 O ' J .135 60 48 33 30 20 • � .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 I-_ Z Z � .131 55 43 29 28 19 W .148 62 48 34 31 21 J � N _J Q � Z .120 51 39 27 26 17 Z .128 49 3B 26 25 17 O .131 51 39 27 26 17 J � .148 57 44 31 28 20 M i FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT - I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 -1.0 x 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf-Roof Load, 170 mph, ASCE 7-101 29'-0" Mean Height, Exp, B, C or D. April 11, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE'BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES [:�:� STDTLI4 (4) 12d MAX 3011(21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 7c+cn. F4eie .!e>r^yb•er Ar')J IOU P.M rufl:R 6!e(bIl omits Oft;747e51>iitOKrq(sSl1iRW:,tpQ'�+tftt3l'hrn, inh pflp,awNns sd xqe q�Natishxs prup9:ra)QQP;eder S+Rrmt.{ays0.t.L leerrraq SUNUb)•q. plea M�afN aida!M ill. r•h W'el�mMx )km isslh+n/Nr tritpaU Ma hainn Ceup py j..S)ws�t[rsuw;.r mlwa+l?6rrprunaue)Scsdae NdrusMa)� gaspas�f.ryb ar ltt��darsri+i n&Me 6r TQP Wt •vnr lH 1. MN✓p q+ t>aM1ry Atat wdul AiAtiony ' Crt•sulN<f,t4tstth'�jerulaalotrytrH5ed?itzr)nnrngnrlt'etNM Q++u,w0•m mUn depNvbrWla,Qrvpm,n!»mx:IdMPCtq ltta1f41r+di.QW)d Wlli1. 7d T. Tomb0111, P.E. mi, 60063 Wall 4451 St. Lucie d1d./Qe4,leW. of Wel1spnaalnbs"0A. nis lllal st)aam04—Ill., ed bakatmevkst a.u•b+Mur/N+(Mrnf+e!rreryriN utae)b dl,ouubrdrN. IDr Urb Wt'roeryefnif ii4M )rAmihsi¢>,q b-sy)4a hp—ts tw6n. Wtg2dbKMatwaeAgtlblfld. � Fart Pierce, FL 34946 (opfrl9htiA 2916 A•t Roll Tusses•Anthony 1. Temta Ill, P.t. Replodostloa alibi, dommeat, moor tom: is psohibiled riftol lb, .,;",a peimasion tom A4 pool hom— Mlhboy 1. lombo 111, PI 4 y STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES ■� A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE'OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C F BREAK •10d NAILS NEAR SIDE �• �t�1 TRUSS CONFIGURATION + 10d NAILS FAR SIDE AND BREAK LOCATIONS FOR FDR ILLUSTRATIONS ONLY Du X' MIN �— 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5: THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TD TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TOTAL NUMBER OF NAILS EACH SIDE OF BREAK � X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 28 39 30' 2194 3291 2007 3011 1897 2548 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 68 48' 3657 5485 3346 5019 2829 4243 2898 4347 FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVO, FORT PIERCE. FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24X O.C. TOP CHORD: 24 DR 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 (14B' DIA. X 3') SPACED 6' O.C. 2. THE END 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 TD 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 40') 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. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES